Characterization of Ternary Batched Concrete Parking Lots on the Ground Containing Saw Dust Ash and Egg Shell Powder

The quality of a concrete parking lots, floors or slabs is highly dependent on achieving a hard and durable surface that is flat, relatively free of cracks and at the proper grade and elevation. The properties are determined by the aggregate characteristics, cementitious materials and the mixture proportions. Concrete industry is one of the largest consumers of natural resources due to which sustainability of concrete industry is under threat. The environmental and economic concern is the biggest challenge concrete industry is facing. This study addressed, the issues of environmental and economic concern through the use of saw dust ash and egg shell powder mixture as partial replacement of cement in concrete. Hydraulic Cement was replaced by the mixture of Saw Dust Ash and egg shell powder at 5%, 10%, 15%, 20% and 25% by weight. The cylindrical concrete specimens were tested for compressive strength, flexural strength, splitting tensile strength, slump and density .The compressive strength of the specimens was evaluated at the 3rd, 7th, 14th, 28th and 56th days of age. The flexural strength and the splitting tensile strengths were evaluated at 14th and 28 days of age. The results obtained satisfied the minimum specifications of relevant standards and manuals. The study concluded that mixture of saw dust ash and egg shell powder is a suitable supplementary cementitious material and can satisfactorily replace hydraulic cement up to 20% by weight in the construction and maintenance of concrete parking lot placed on the ground.


Introduction
According to ACI 330R, (2008), ACI 330.1M-14, (2015) and ACI 360R-10, (2010), concrete parking lots range in size from small, such as at corner convenience stores, to medium, such as at multi-unit housing projects, to large, such as those for shopping centers and office or commercial developments.Most parking areas include driveways, some of which need to accommodate relatively heavy loads.Special consideration may be needed if access to dumpsters is to be included.Accordingly, concrete parking lots are constructed with a wide variety of construction equipment, ranging from hand tools and vibratory screeds to large highway paving equipment or laser screeds.Because of the relatively high stiffness of concrete pavements, loads are spread over larger areas of the subgrade compared with asphaltic pavements.As a result, thinner concrete pavements can be used for the same subgrade material.Additional benefits of using concrete to construct parking lots include the following: (a).Concrete surfaces resist deformation from maneuvering vehicles; (b).Concrete surfaces drain well with only minimal slopes; (c).Concrete has relatively simple maintenance requirements; (d).Traffic lane and parking stall markings can be incorporated into the jointing pattern; (e).Concrete is minimally affected by leaking petroleum products; (f).The light-reflective surface of concrete can be efficiently illuminated with minimal energy requirements; and (g).Concrete parking lots reduce the impacts of the urban heat island effect relative to those of asphalt parking lots by producing lower surface temperatures, thus providing a cooler urban environment and reducing ozone production.
Parking lots have most loads imposed on interior slabs surrounded by other pavements, providing some edge support on all sides.Highway and street pavements carry heavy loads along and across free edges and are subjected to greater deflections and stresses.Street and pavements are usually designed to drain towards an edge where the water can be carried away from the pavement (ACI 330R, 2008, ACI 330.1M-14, 2015and ACI 360R-10, 2010).
Concrete parking lots on the ground and Slabs-on-ground are defined as: slabs, supported by ground, whose main purpose is to support the applied loads by bearing on the ground.The slabs are of uniform or variable thickness and it may include stiffening elements such as ribs or beams.The slab may be unreinforced or reinforced with non prestressed reinforcement, fibers, or post tensioned tendons.The reinforcement may be provided to limit crack widths resulting from shrinkage and temperature restraint and the applied loads.Post-tensioning tendons may be provided to minimize cracking due to shrinkage and temperature restraint, resist the applied loads, and accommodate movements due to expansive soil volume changes (ACI 330R, 2008, ACI 330.1M-14, 2015and ACI 360R-10, 2010).Fig. 1(a and b) show typical example of concrete parking lots and slabs on ground.
In a study Mohammad et al (2015), concluded that saw dust ash is a suitable material for use as a pozzolan, since it satisfied the requirement for such a material by having a combined (Sio 2 +Al 2 O 3 +Fe 2 O 3 ) of more than 70% and that Concrete becomes more workable as the saw dust ash (SDA) percentage increases meaning that less water is required to make the mixes more workable .This means that SDA concrete has lower water demand.They opined that the compressive strength generally increases with curing period and decreases with increased amount of saw dust ash (SDA).They suggested that only 10% substitution can be allowed at maximum and 5% substitution is adequate to enjoy maximum benefit of strength gain.Cement -saw dust ash concrete vary with mix proportion in a similar way as those of normal cement concretes (with 0% SDA) and the compressive strengths of cement-saw dust ash concretes increased with leanness of mix up to some level of leanness after which the strength reduced.The 50-day strength values of cement-saw dust blended concrete, sandcrete, and soilcrete are respectively 82-99%, 75-95%, and 74-96% of those for 100% cement concrete (Ettu et al, 2013).Early strength development was observed to be about 50-60% of their 28 days strength.Saw dust ash concrete can attain the same order of strength as conventional concrete at longer curing periods.Saw dust ash can be used as partial replacement of cement up to a maximum of 10% by volume (Marthong, 2012).In a study Sanjay and Rahul (2016) concluded that 10% replacement of saw dust ash gives 4.89% and 8.70% increase in the compressive strength of concrete at 7 days and 28 days.Gowsika et al (2014) concluded that replacement of cement paste with 5% Egg shell powder + 20 % Microsilica gives no significant reduction in compressive strength properties and yields similar flexural strength when compared with that of conventional concrete.In a study, Anand et al (2017) concluded that the compressive strength of 20% Eggshell powder Concrete increases up to 19.5% than that of conventional concrete and the split tensile strength of 20% Eggshell powder Concrete increases to 5.16% than that of conventional concrete.The concrete compressive strength with egg shell powder as cement replacement material increases up to 15 percent without silica fume.Addition of silica fume also enhances the strength but in economical point of view only the egg shell powder replacement is sufficient enough for getting higher strength (Praveen, et al (2015).
Hydraulic cement is the most important and most expensive constituent of concrete, therefore the replacement of cement with certain percentage of these saw dust ash and egg shell powder to see their influence on slump, flexural strength and compressive strength at the same time reduces the cost of concrete and reduce the environmental hazard.These objectives justify the need for this research.

Aggregates
The sand (fine aggregate) used for this study is locally available well graded river sand passing through sieve 4.75mm but retained in sieve 2.36mm, 1.18mm, 600 micron, 300 micron and 150 micron.Crushed granites passing through sieve 31.5mmbut retained in sieves 25mm, 18.75mm, 16.0mm, 12.5mm, 9.5mm, 6.25mm and 4.75mm was used as natural coarse aggregate (NCA).

Concrete mix ratio
The concrete specimens were batched at the mix ratio of 1: 2: 3 by weight of cementitious materials, fine aggregate and coarse aggregate and marked as shown in

Aggregate properties
Sieve analysis, specific gravity and water absorption were conducted for fine aggregate, and coarse aggregate in accordance with the specifications of ASTM D448 (2012), CADOT (2015), TXDOT (2015) and NYSDOT (2014).The aggregate impact value (AIV) test, aggregate crushing value (ACV) test and Los Angeles abrasion value test were conducted for the coarse aggregate in line with the specified procedures in ASTM D448 (2012), CADOT (2015), TXDOT (2015) and NYSDOT (2014).

Concrete properties
The slump value of all the fresh concrete mixtures were evaluated immediately after batching.The compressive strength value of the concrete were evaluated on the 3 rd , 7 th , 14 th , 28

Aggregates characteristics
The results of the gradation of coarse aggregate, and fine aggregate are shown in

Concrete properties
Table 5, shows the slump, densities, and compressive strength values of concrete at different percentage replacement of cement with a mixture of saw dust ash and egg shell powder.The densities and slump values increase with increase in percentage replacement of cement.There is no significant change in compressive strength values of concrete containing 0% to 20% replacement of cement with a mixture of saw dust ash and egg shell powder as shown in Table 5 and Fig. 2. Concrete specimens containing Saw dust ash and egg shell powder mixture show increase in splitting tensile strength and flexural strength values as shown in Fig. 3 and 4. The compressive strength results of 0% to 20% replacement of cement with a mixture of saw dust ash and egg shell powder satisfied the minimum 28 days strength of 31N/mm 2 to 41N/mm 2 and 35N/mm 2 to 41N/mm 2 specified in ACI 330R (2008), ACI 330.1M-14 (2015), ACI 360R-10 (2010), ACI 201.2R-16 (2016), CADOT (2015), TXDOT (2015) and NYSDOT (2014) for standard and high performance Concrete Parking Lots on the Ground.The maximum compressive strength and density values occurred at 10% replacement of cement with SDA and ESP.
Table 3 Sieve analysis results of coarse and fine aggregate Fig. 1 Concrete parking lot on the ground (a, b)

Figure 2 :
Fig. 4Relationship of the 14 th and 28 th days flexural with percentage replacement of cement with SDA and ESP

Figure 3 :Figure 2 :
Figure 3: Relationship of the 14 th and 28 th days splitting tensile strength with percentage replacement of cement with SDA and ESP.

Figure 3 :Figure 2 :
Figure 3: Relationship of the 14 th and 28 th days splitting tensile strength with percentage replacement of cement with SDA and ESP.

Figure 3 :
Figure 3: Relationship of the 14 th and 28 th days splitting tensile strength with percentage replacement of cement with SDA and ESP.

Figure 4 :
Figure 4: Relationship of the 14 th and 28 th days flexural with percentage replacement of cement with SDA and ESP.

Table 1
(2008and 56 th days of age.The splitting tensile strength value was evaluated at the 14 th and 28 th day age.The specimens used for the compressive strength and splitting tensile strength tests were cylindrical in shape and measured 150mm diameter and 300 long.The flexural strength value was evaluated at the 14 th and 28 th day age.The beam specimens used for the flexural strength test measured 150mm width, 150mm depth and 700mm long.Depth to effective span ratio of 4 was maintained during the flexural test.The sump, compressive strength, splitting strength and flexural strength tests were carried out in line with the procedures specified in ACI 330R(2008( ), ACI 330.1M-14 (2015)), ACI 360R-10 (2010), ACI 201.2R-16 (2016),CADOT (2015),TXDOT (2015)andNYSDOT (2014).