Thus, c=8.05 KN/m2 and ɸ= tan-1(0.53) =29.4o MODIFIED PROCTOR TEST The maximum dry unit weight of the soil corresponding to the optimum moisture content is obtained through the modified proctor test, in which the sample is placed in five layers and each layer is compacted by giving 56 blows with the drop hammer. The plot is made between the water content and the dry density and the maximum value of the density gives the corresponding value of optimum water content. Mass of empty mould = 6220 g Volume of mould = 3092.505 cc Water content of the sample is given by : where, M1 = Mass of empty
The subgrade strength can be assessed by doing soil analysis, DCP tests, CBR tests, deflection tests, coring, etc. These tests will help assess the subgrade and verify its resilient modulus. The third study is the focussed on traffic loading. The number of wheel loads and its collective illustration is translated into a single number which is the equivalent single axle load (ESAL). The ESAL is hence thought to be an illustration of what traffic loading should be in extreme traffic conditions.
I measured and marked 3cm from the bottom of a small test tube. I filled the tube to 3cm marked with our assigned pigment solution. I then turn on our spectrophotometer and I loaded it with a test tube filled with distilled water into the slot in the machine and closed the lid. I then pushed the test button I pushed again the stored tests option and I pushed load test (chlorophyll). I pushed run test and then I pushed tabular.
EXPERIMENTAL PROCEDURE The specimen Al 2024 which was consist of 3.8-4.9% Cu, 1.2-1.8% Mg, 0.3-0.9% Mn, and Fe, Cr, Zn, Ti in a little amount had been inserted into a furnace set at 500oC approximately 50 minutes for a solution treatment before the lab. Its height was 7 mm and width was 25 mm. At the beginning of the lab the specimen was removed from the furnace using tongs and quenched in water. Then, the specimen was put into the oil at 190oC for 6 min. While waiting, another specimen Al 2024 at room temperature was used to measure Rockwell hardness.
The failures associated with this type of soil are piping and internal erosion due to dispersion of soil. These soils cannot be identified by visual classification, Atterberg’s limits or particle size analysis. Dispersive soils are identified by pinhole test, crumb test and double hydrometer test. So, these soils are identified and stabilized. These soils are characterized by an unstable structure, easily flocculated in water, and very erodible.
These results do not necessarily relate to the compressive strength of concrete made with that aggregate (Afrisam, 2016). Once the crushing has taken place the material is placed into a sieve and the final material is the material that passes through a 2,8mm sieve. If the final material is not exactly 10% of the original mass of material then the test has to be redone until exactly 10% is reached. All the groups’ results were put into a table and with these results a graph plotting a trend line could be produced. Using this trend line, the FACT results were calculated by solving for x in the trend line equation.
SQI Map clearly highlights the three categories; moderate quality class has the highest repartition in the study area with nearly 50 per cent. Low and high quality are to follow with 44 percent and 6 percent of the study area, accordingly. High soil quality is distributed in the agriculture field, mostly in the valley where slope is gentle. Vegetation quality index map, in relation to fire risk, erosion protection, drought resistance, and vegetation cover, shows high, moderate, and low-quality classes for our study area. In fact, moderate quality category has the highest percentage (~51 per cent).
The aggregate was tested for its physical requirements such as gradation, fineness modulus, specific gravity in accordance with IS: 2386-1963.The sand was surface dried before use. Table-2 Properties of fine aggregates Fineness modulus 2.4 Specific Gravity of fine aggregate 2.55 Free moisture 2% 3.3 COARSE AGGREGATES: Crushed aggregates of less than 12.5mm size produced from local crushing plants were used. The aggregate exclusively passing through 12.5mm sieve size and retained on 10mm sieve is selected. The aggregates were tested for their physical requirements such as gradation, fineness modulus, specific gravity and bulk density in accordance with IS: 2386-1963. The individual aggregates were mixed to induce the required combined grading.
The average tensile strength, modulus and the ultimate strain of the CFRP plate tested according to ASTM D3039, are 1.8 GPa, 150.8 GPa, and 1.07%, respectively. The resin matrix was bisphenol-A based epoxy (obtained from Xing Chen synthetic material Co., Ltd., Wuxi city, China) cured by an anhydride based curing agent. To investigate the effects of the concrete on the FRP-to-concrete bond behavior, three kinds of the concrete were cast in Table 1. The concrete cubes were put in the standard curing room for 1 month. The strengths of the concrete cubes (150 x 150 x 150 mm3) were calculated form the mean strength of the one specimen tested at different ages (0, 6, 12, 18 months).
This due to the increase of packing density of particles of sand due to the very fine fillers which provide very less space for water between sand grains as compared to standard mixes. Tests performed on hardened concrete 3.8.1 Compressive, Flexural and Split tensile strength test To observe the performance of concrete prepared by replacement of cement and sand by marble powder as well as addition of marble powder to the standard concrete these tests were performed. For compressive strength cubes of dimensions 150mm×150mm×150mm were prepared. To check the repeatability of results three cubes of each mix were prepared and then tested for 7days and 28 days strength in compression testing machine. For flexural strength beams of dimensions 150mm×150mm×700mm were prepared.