formal report, (Letter of Transmittal, Abstract and introduction)

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write a formal report about Consolidation Test lab.

the lab was started on april 2nd and the data was taking for 10 days for diffrenet weight. This is a group report, but you need just to write the Letter of Transmittal, Abstract and introduction which is my part. if you could write the Table of Contents at the begining will be great too. I will attach an example but please do not copy.

Our gruop name is SKEMPTON ENGINEERING

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  University of South Alabama Department of Civil Engineering Consolidation Test Bolton Inc. Emily Robertson Jacob Clements Gabe Wagner Jerod Martin Yahya Almansour CE 341 Section 101 April 17, 2017   Table of Contents Table of Contents ......................................................................................................................... iii Letter of Transmittal ...................................................................................................................... ii Abstract ........................................................................................................................................ iv Introduction .................................................................................................................................... 1 Literature Survey and Theory ........................................................................................................ 1 Procedural Outline ......................................................................................................................... 3 Results and Discussion ................................................................................................................. 5 Conclusions ................................................................................................................................... 7 References .................................................................................................................................... 8 Appendices Appendix A……………………….………………………………………………………….….A1 Data collected from the consolidation tests for each day…..…………..……….....A1 Appendix   B………………………………………………………………………………………B1     Data calculated from the consolidation tests for each day………………………B1     Letter of Transmittal DEPARTMENT  OF   CIVIL,  COASTAL  AND  ENVIRONMENTAL   ENGINEERING   150  Jaguar  Drive,  Shelby  Hall  3142   Mobile,  Alabama      36688-­‐‑0002   Dr. Steward,         Telephone:  (251)460-­‐‑6174   Facsimile:  (251)  461-­‐‑1400       http://www.southalabama.edu   April 17, 2017 The content of this report includes the objectives, procedures, results, and conclusions from the consolidation tests conducted in the Soil Mechanics Laboratory. The tests were performed for nine continuous days following the ASTM standards given. The objectives can be found in the introduction portion of the report. While the procedures, results, and conclusion is found in their own sections. In addition, the data collected and calculated from the experiments can be found in the Appendices. The company is partially known for determining the volume change in soils, also known as consolidation. Therefore, void ratio versus pressure curve, coefficient of consolidation, as well as the soil property results were established. Let me know if you have any questions. Thank you, Bolton Seed Inc. Abstract The overall goal of this report is to show the process leading up to results being obtained from different weights adding onto the soil sample throughout the nine day test. The experiment began with adding ½ tons/ft2 to the soil sample and the coefficient of consolidation (Cv) was 0.0637E3 in2/s. About three days into the testing, 2 tons/ft2 was added to the sample and the Cv was then found to be 0.0558E3 in2/s. The sixth day of the consolidation testing required the sample to hold 16 tons/ft2 and the established Cv was 0.699E3 in2/s. Last, the 7th, 8th, and 9th day were just slowly unloading the weight that was added. The soil that was tested was from Thompson Engineering approximately 95 feet below the ground surface. This experiment resulted in the settlement time being unidentified due to the short amount of class time.   Introduction The following report contains the results of a laboratory experiment known as consolidation testing. More specifically, determining how the soil sample settles when different loads are placed on the sample over time. The objective of this experiment is to conduct the compression index and recompression index, in addition to other soil properties. The experiments took place in the Soil Mechanics Laboratory and were accomplished between March 27, 2017 and April 5, 2017. The importance is to understand what type of soil the engineers will be working with when designing a structure. Literature Survey and Theory The word consolidation refers to the compression in soil mass due to change in void ratio when it experiences load. If the pore water is allowed to escape from saturated soil mass, then any type of loading causes compression. Initially, load is carried by a pressure in pore water called hydrostatic excess pressure. Drainage then begins and the hydrostatic excess pressure and their gradients gradually decrease. When loading slowly passes from hydrostatic excess pressure to intergranular pressures, stress is imposed with compression of soil occurring simultaneously. In this way, the whole load is taken by grain structure and this process is called consolidation. The main objective behind performing a consolidation test is to determine the relation between void ratio of a soil and effective pressure, and the rate of consolidation. The results of consolidation tests also permit the evaluation of pre-consolidation pressure and the permeability of soil sample. The consolidation test apparatus, first developed by Terzaghi, is called an oedometer. The procedure for the usual consolidation test has been developed over the years and the general outline is as follows: An undisturbed sample of soil is cut to fit into a metal ring of 2 ½” diameter and 1” height. A load is applied to the upper and lower faces of this sample through two porous discs that permit flow into or out of the sample. The load increment ratio (ratio of load increment to the preceding consolidation load) is usually one and each increment is allowed to act for one day. The change in height is measured by means of a dial gauge and the dial reading is plotted against time. Time for 90% consolidation (t90) and 50% primary consolidation (t50) from each set of time versus vertical deflection dial readings was derived. The technique used for this was square root of time curve fitting method. To determine the dial gauge reading corresponding to 50% primary consolidation, the following equation was given: !" #!$"" d50= (Eqn. 1) % where d0 is vertical dial gauge reading for 0% consolidation, and d100 is vertical dial gauge reading for 100% consolidation. Once the dial gauge was found, the mass of the dry specimen was calculated using Equation 2. Ms = &' (&$ )# *$  (%) (Eqn. 2) $"" The moisture content of the sample prior to consolidation is represented by ω1, M1 is the mass of consolidation ring, and M2 is the mass of ring plus the soil sample. The height of the solids of the specimen in the mold was established using Equation 3 as followed: Hs = &/ 0 ' 2 1 3/ 4* (Eqn. 3) where, Ms is dry mass of the soil specimen, D is diameter of specimen, Gs is specific gravity of soil solids, and ρw is density of water. The change in height of the specimen due to load increments was conducted from the final dial readings. The height of voids in the specimen was determined using Equation 4.   Hv = Ht(f)-Hs (Eqn. 4) The final specimen at the end of consolidation is shown as Ht(f) and Hs is the height of the solids of the specimen in the mold at the beginning. The final void ratio at the end of consolidation for each loading “p” was found as stated in Equation 5. e= 56 (Eqn. 5) 5/ Represented in Equation 6 is the coefficient of consolidation Tv = 76   8 (Eqn. 6) 5' where Tv is time factor and H is maximum length of drainage path, Ht(av)/2, (since the specimen is drained at top and bottom). The coefficient of consolidation is derived by Equation 7 for all nine loads that were applied to the soil sample. Cv = ' 9.;6) (Eqn. 7)
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Hello, I have done your work. I was unable to generate the table of contents since I have only done three sections and you specified are your parts. I always generate the table of contents automatic when I have full document with all the subtopics. But for now I could not guess the subtopics in your full report since this was just a sample. Than you.
Hello, I have done your work. I was unable to generate the table of contents since I have only done three sections and you specified are your parts. I always generate the table of contents automatic when I have full document with all the subtopics. But for now I could no...


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