Improve Domestic Wastewater Treatment in Rural Areas: Modification of Septic Tanks

CHAPTER I

INRODUCTION

GENERAL

In recent decades, the high construction, operation and maintenance costs for conventional wastewater collection and treatment system represent on obstacle for both developing and developed countries especially in rural areas. The needs of implementing wastewater treatment systems is even more evident in developing countries as it has been reported by the UNICEF and WHO, 2012, who reported that only half the population living in developing regions used implored sanitation facilities.

In small communities, a rural home has its own sewer system which is a septic tank and sometimes several houses are served with a sewer network which is discharged to on-site treatment units. And according to (EPA) Environmental Protection Agency acknowledgement that decentralized on-site treatment units have proved significant performance in the wastewater treatment process and a cost effective

AIM OF STUDY

This study objective is to study applying new modification of septic tank for domestic wastewater treatment in rural areas using capillarity action and filtration action to improve the wastewater effluent of septic tank.

SCOPE OF WORK

The study work plan is divided into two mail items:-

Practical application

Analytical study

And these two items were carried out according to several steps with different components to achieve the study objectives as follows:-

1-3-1 PRATICAL APPLICATION STUDY

The study applied a simple modification of septic tank to improve the quality of effluent wastewater in rural areas using capillarity and filtration action of different fabrics. The work was performed on two stages:-

Stage I (lab scale) located in sanitary engineering laboratory of higher institute of engineering, El shorouk Academy.

Stage II (pilot scale) located in Ezbt Sharf, Belbis, El Sharkia governorate.

Experimental work was applied according to specified program including the following:-

Conduct complete analysis for influent, septic tank effluent

And obtain the results.

Define the measuring frequency plan of parameters as PH, Total suspended solids (TSS) (PPM), Biochemical oxygen demand (BOD) (PPM) and Chemical oxygen demand (COD) (PPM)

Modify the work program if needed

1-3-2 ANALYTICAL STUDY

The analytical study is divided to three tasks, data collection, results analyses and thesis preparation. The tasks covered the following items:

1-3-2-1 Data Collection

Study of wastewater treatment in rural areas in Egypt.

Methods of wastewater treatment..

Literature review for all previous studies for domestic wastewater treatment.

Studies about using the different septic tank modification including all parameters affecting the efficiency

Study the septic tank modification in Egypt and its problems.

1-3-2-2 Results Analysis And Discussion

Analysis of all measured parameters and evaluation of field results to determine the system performance and the effecting parameters.

Compare with the results of existing treatment method.

Study the procedure to give stable results and optimize total dissolved solids removal efficiency.

Modify the work program if needed.

Obtain the main affecting parameters.

Study the required modification in existing treatment method to apply the system.

Put the design for modified existing treatment method

1-3-2-3 Thesis Preparation

Complete the analysis and its discussions.

Write the thesis.

Discuss the results and define conclusion and recommendation.

Complete the thesis in its final shape for judging.

Thesis Organization

This thesis consists six chapters in addition to references and English & Arabic summaries as follows:

1-4-1 CHAPTER 1: INTRODUCTION

General over view about the objectives of the current research and scope of the work

1-4-2 CHAPTER 2: LITERATURE REVIEW

In this chapter, wastewater treatment in rural areas in Egypt, general layout about septic tank, theory, mechanism, different modification of septic tank in Egypt in all over the world.

1-4-3 CHAPTER 3: MATERIALS AND METHODS

Addressed in this chapter, both of lab scales and pilot plant description, location of the modified septic unit, Startup, sampling, schedule and testing procedures are also discussed.

1-4-4 CHAPTER 4: RESULTS

This chapter includes the experimental results obtained during operation of the two experimental stages in addition to graphical relationships between different parameters.

1-4-5 CHAPTER 5: DISCUSSIONS

This chapter explains and discusses the experimental results obtained from the work plan upon which the modified septic tank operated.

1-4-6 CHAPTER 6: CONCLUSIONS

This chapter includes conclusions produced from the results of research in addition to recommendation for future work.

CHAPTER II

LITTERAURE REVIEW

2-1 INTRODUCTION

People consume water and generate wastewater which contains variety of pathogens, solids, chemicals, nutrients and other disease causing organisms which affect the health and cause pollution to the environment.

Despite the difference in sanitation coverage between urban and rural areas, there is a challenge to meet the maximum coverage for the sanitation all over the world. Rural areas suffer from the poor coverage of sanitation and according to Citizen Network on Essential Services (CNES) that 82 percent of rural areas of the developing countries lack basic sanitation services.

Many Egyptian villages lack basic sanitation services and the majority of the population in Egypt located along the Nile River banks where there is high amount of underground water and the accumulation of the sewage which is discharged into the soil harms the environment. Therefore, there is a necessity to treat wastewater to meet the standards of the water quality to be discharged to drains or to be suitable for re-use in agricultural purposes.

2-2 WASTEWATER TREATMENT

Wastewater treatment is a process used to convert wastewater which is not suitable for reuse or harm the environment into an effluent that can meet the Egyptian standards and complying the law to be discharged into drains which can be re-used for agricultural purposes.

2-2-1 WASTEWATER TREATMENT APPROACHES

Wastewater treatment approaches can be categorized as centralized or decentralized systems.

2-2-1-1 CENTRALIZED WASTEWATER SYSTEMS

The centralized wastewater system is the conventional strategy for wastewater management. Centralized wastewater system consists of collection systems (sewer network) and centralized wastewater treatment plant located outside the settlement

These conventional systems require large amount of capital cost for treating and collecting wastewater, consequently it is not a viable alternative in low population areas to apply this strategy.

Figure (2/1) Schematic diagram for centralized wastewater system

2-2-1-2 DECENTRALIZED WASTEWATER SYSTEMS

The decentralized wastewater system is a strategy to collect, treat and dispose/reuse wastewater close to the generation point. These systems can surve indivdual house holds, small cluster of buildings and commerical or industrual parks

Therefore, decentralized systems are viable for small communities as they are cost effective, require less area and increase the opportunity of reusing the effluent in agricultural purposes.

Figure (2/2) Schematic diagram for decentralized wastewater system

2-3 WASTEWATER TREATMENT IN SMALL COMMUNTIES

On site systems are commonly used in rural areas, un-sewered small communities and un-sewered peri-urban areas. The sanitary pit privy or earth pit privy is the most commonly used system in rural Egypt. As population densities increased, the household water use increased and on-site systems have begun to threaten the groundwater resources, the surrounding environment and the health of the people. Consequently, there is urgent need, in both economically and technically feasible for Egypt [1].

A wide range of high technologies is available for sewage treatment in small communities. Management of swage in small communities by using conventional high treatment technologies such as activated sludge consumes high energy during operation. In additional, the conventional treatment systems require regular maintenance and skilled labour for their operation which are normally not available in such remote areas. Shortage of financial resources is a big challenge facing the governments to cover rural areas with conventional wastewater treatment systems [2].

Septic tank one of the on-site decentralized systems are commonly used in rural areas, which has a suitable efficiency in sewage treatment.

2-4 SEPTIC SYSTEM HISTORY

Back in the ï¿½ï¿½ï¿½old daysï¿½ï¿½ï¿½, the standard method of liquid waste disposal was to install a pipe from the house to the closest water body and let it all go downhill. After discovering this method of wastewater disposal pollutes our waterways, causes disease and can be lethal to humans and animals, newer methods were created [3].

To help solve these initial problems, ï¿½ï¿½ï¿½standard gravityï¿½ï¿½ï¿½ soil treatment systems were introduced. This type of a system allowed the solids to settle out in a tank and the liquids to be filtered by gravity through the soil. Putting the liquid waste into the ground instead of straight into our surface water was a good first step, but other problems ensued [3].

Sites with poor draining soils were found to sometimes ï¿½ï¿½ï¿½perchï¿½ï¿½ï¿½ a water table near the surface in the wintertime. Having a drainfield in a ï¿½ï¿½ï¿½perchedï¿½ï¿½ï¿½ water table would oftentimes cause the system to back up into the house or cause pre-mature failure. On sites with excessively well drained soils (fractured rock, etc). There wasnï¿½ï¿½ï¿½t enough filter material (dirt) to filter the effluent before the pollutants made it into the aquifers. This caused contamination of our ground water which was also found to be a problem [3].

Todayï¿½ï¿½ï¿½s regulators have studied many of these problems previously experienced and changed the sewage regulations to help increase the life of our systems and also try and protect the public from contamination of surface and ground water. The rules are not perfect, but most have been created based on documented problems and scientific research [3].

Description of septic tank

A SEPTIC TANK IS A KEY COMPONENT OF THE SEPTIC SYSTEM, A SMALL-SCALE SEWAGE TREATMENT SYSTEM COMMON IN AREAS WITH NO CONNECTION TO MAIN SEWAGE PIPES PROVIDED BY LOCAL GOVERNMENTS OR PRIVATE CORPORATIONS. OTHER COMPONENTS, TYPICALLY MANDATED AND/OR RESTRICTED BY LOCAL GOVERNMENTS, OPTIONALLY INCLUDE PUMPS, ALARMS, SAND FILTERS, AND CLARIFIED LIQUID EFFLUENT DISPOSAL MEANS SUCH AS A SEPTIC DRAIN FIELD, PONDS, NATURAL STONE FIBER FILTER PLANTS OR PEAT MOSS BEDS [9].

Septic tanks are small rectangular chambers, usually sited just below ground level. In which household wastewater is retained for 1-3 days. Most comï¿½ï¿½monly they are constructed in brickwork or block work and rendered internally with cement mortar to ensure water tightness. During this time the solids settle to the bottom of the tank where they are digested an aerobically. A thick crust of scum is formed at the surface and this helps to maintain anaerobic conditions, although digestion of the settled solids is reasonably good. Some sludge accumulates and the tank must be desludged at regular intervals usually once everyone to five years. The effluent from septic tanks is disposed of either on-site n or taken off-site by settled sewerage. Although septic tanks are most commonly used to treat the sewage from individual houseï¿½ï¿½holds, they can be used as a communal facility for populations up to about 300 [4].

Figure (2/3) Typical Septic Tank

A septic system is a highly efficient, self-contained, underground wastewater treatment system. Because septic systems treat and dispose of household wastewater onsite, they are often more economical than centralized sewer systems in rural areas where lot sizes are larger and houses are spaced widely apart. Septic systems are also simple in design, which make them generally less expensive to install and maintain. And by using natural processes to treat the wastewater onsite, usually in a homeowner's backyard, septic systems don't require the installation of miles of sewer lines, making them less disruptive to the environment [5].

Septic systems are a type of onsite sewage facility (OSSF). In North America, approximately 25% of the population relies on septic tanks; this can include suburbs and small towns as well as rural areas. Indianapolis is an example of a large city where many of the city's neighborhoods are still on separate septic systems. [Citation needed] In Europe, septic systems are generally limited to rural areas. Since a septic system requires a drain field that uses a lot of land area, they are not suitable for densely built cities.

The term "septic" refers to the anaerobic bacterial environment that develops in the tank which decomposes or mineralizes the waste discharged into the tank. Septic tanks can be coupled with other onsite units such as biofilters or aerobic systems involving artificial forced aeration [10].

Periodic preventive maintenance is required to remove the irreducible solids that settle and gradually fill the tank, reducing its efficiency. According to the U.S Environmental Protection Agency, in the United States it is the home owners' responsibility to maintain their septic system [10]. Those who disregard the requirement will eventually be faced with extremely costly repairs when solids escape the tank and clog the clarified liquid effluent disposal system. A properly maintained system, on the other hand, can last for decades or possibly even a lifetime.

2-4-2 Actions inside septic tank

The purpose of the septic tank is to provide an environment for the first stage of treatment in onsite and decentralized wastewater systems by promoting physical settling, flotation, and the anaerobic digestion of sewage. Additionally, the tank allows storage of both digested and undigested solids until they are removed. So that that two main process in the septic tank are the physical processes followed by biological or/and chemical processes.

2-4-2-1 Physical processes

Septic tanks allow the separation of solids from wastewater as heavier solids settle and fats, greases, and lighter solids float. The solids content of the wastewater is reduced by 60-80% within the tank. The settled solids are called sludge, the floated solids are called scum, and the liquid layer in between is called the clear zone. Although the liquid in the clear zone is not highly treated, it is greatly clarified compared to the wastewater entering the tank, the larger particles having migrated to either the sludge or scum layers. Another important function of the tank is storage of these accumulated solids. The tank is sized large enough to hold solids until maintenance (i.e., tank pumping) is performed. The effluent, or wastewater, that leaves the septic tank comes from the clear zone to minimize the solids loading on the downstream components of the system. The baffle, tee, or effluent screen at the outlet is designed to draw from the clear zone retaining floatable or settleable solids in the tank. The settling process requires time to occur, so the tank must be large enough to retain the wastewater in a turbulence-free environment for two to four days. Excessive flow and turbulence can disrupt the settling process as shown in Figure 7.2, so tank volume, size, shape, and inlet baffle configuration are designed to minimize turbulence [11].

2-4-2-2 Biological and chemical processes

Septic tank solids include both biodegradable and non-biodegradable materials; although many of the solids will decompose, some solids will accumulate in the tank. Anaerobic and facultative biological processes in the oxygen-deficient environment of the tank provide partial digestion of some of the wastewater components. These processes are slow, incomplete, and odor producing. Gases (hydrogen sulfide, methane, carbon dioxide, and others) result from the anaerobic digestion in the tank and may create safety hazards for improperly equipped service personnel. The gases accumulate in bubbles in the sludge that, as they rise, may re-suspend settled solids. This will elevate the total suspended solids (TSS) concentration in the clear zone and ultimately send more suspended solids to downstream system components. This scenario often results when active digestion occurs during warm temperatures. Attempts to reduce discharge of re-suspended solids led to the development of tank features such as gas deflectors. Effluent screens now help to perform this function [11].

Figure (2/4) Biological Action

MODIFICATION OF SEPTIC TANK

There are many septic tanks modifications procedures such as introducing a conventional septic tank by building cross walls in order to improve its performance, using dual operational conditions (anaerobic and aerobic), and septic tanks followed by different types of filters.

The following applications describe the most popular applications of modified septic tank in world and Egypt

In the south east of Asia septic tank was used with bamboo stalk as biological filter behind the tank increased the efficiency to 75 % [4].

In the thirtieth septic tank was used with two rooms in El Fayom villages by the government to raise the efficiency from 40% to 50% [6].

In the fiftieth and the beginning of the sixtieth septic tank was used with three rooms in El Tahrer administration and some areas of the new valley by the ministry of lands reclamation and the high dam to raise the efficiency to 55 % [6].

Septic tank followed by submerged gravel filter applied in three villages in Fayoum governorate by eng. Ebaid Fahiem through Care project for sanitation raised the efficiency to 70 % [7].

Septic Tank followed by gravity sand filter applied in El Kelh El Baharyia village in Edfo, Aswan made by El Nadi, M. H. for SFD project and raised the efficiency to 75 % [8].

Septic Tank followed by gravel filter then gravity sand filter applied in Fayoum & Beni Sweif by Galal, A. S. in five villages for Care project for sanitation in rural areas and raised the efficiency to 75-80% [9].

Two chambers Septic Tank followed by upflow gravel filter by El Nadi, M. H. in two villages in Qena for SFD project raised the efficiency to 70 % [10].

Septic Tank followed by sand filter then cool filter by El Nadi, M. H., for SFD project in Sohag & Qena and aised the efficiency to 77-82% [11].

In the ninetieth and the beginning of the twenty one century septic tank was used with assistant rooms containing unsubmerged gravel (aerobic reaction) behind the tank increased the efficiency of tank to 75% in Sohag and Asuit villages at years 1995-2003. [6].

Using the unsubmerged plastic media (aerobic reaction) by el Nadi, M. H. behind the tank increased the efficiency of it to 80% in Aswan villages at year 2000 [12].

Using the gravel then crushed stone then sand as a physical filter behind the tank increased the efficiency to 75% in Aswan and Edfo villages at year 1999 [13][4].

Figure (2/5) Schematic Diagram of Modified Septic Tank

2-6 Application of modified septic tank

After the modification of septic tank many applications were done based on this modifications

2-6-1 SEPTIC TANK WITH UPFLOW FILTERS

Up flow filter the effluent enters at the base. Flows upwards through a layer of coarse aggregate about 0.5 m deep and is discharged over a weir at the top. Anaerobic bacteria grow on the surface of the aggregate and oxidize the effluent as it passes by. The head loss is low, about 30 ï¿½ï¿½ï¿½ 150 mm during normal operation. Field studies in India have shown that these filters can effect a 70 per cent reduction in BOD and change a malodorous, highly turbid, and grey to yellow influent to an odorless, clear, yellow effluent. A filter capacity of about 0.05 m3/hd is adequate and a satisfactory specification for the aggregate is top 100 mm: 3 ï¿½ï¿½ï¿½ 6 mm, bottom 400 mm: 12 ï¿½ï¿½ï¿½ 18 mm [14].

Figure (2/6) Septic Tank with Up Flow Filter

2-6-2 septic tank with dual up flow filters

This study applied on a septic tank erected in Nawa Village Qalubiya Governorate, Egypt, which served 10 houses with volume 10m3 enough for 2 days retention time divided by two plastic sheets partitions to three compartments as illustrated in figure (3/3).

Figure (3/7) Simple modification for septic tank

From three months operation for domestic sewage The study resulted the suitability of the modification to improve the removal efficiency of the septic tank from 50% for BOD & 60% for TSS to become 83.66% for BOD & 86.91% for TSS which are promising removal efficiencies for such simple system that raise the possibility to depend on it as one of the low cost treatment procedures for sewage treatment in rural areas [12].

2-6-3 BAFFLED REACTOR

Anaerobic baffled reactor is a septic tank followed by series of baffles. The flow is forced to the bottom of each compartment and then flows vertically to the upper outlet then discharged to the following compartment. The wastewater in enabled to pass through the settled sludge which contains the anaerobic micro-organisms to enhance the biological process

The increased contact time of the flow forced by the baffles with the sludge improve the effluent quality. The baffled reactor can achieve COD removal efficiency 65-90 % and BOD removal efficiency 70 ï¿½ï¿½ï¿½ 95%.

Figure (2/8) Baffled reactor section

2-6-4 UP FLOW SEPTIC TANK BAFFLED REACTOR (USBR)

The USBR system consists of the first compartment a settling zone to improve the physical removal for the suspended solids forming a sludge blanket followed by a second compartment to convert the remaining organics into biogas. Plate settlers were added to the top of the first compartment to reduce particles escaping to the second compartment.

The USBR system can achieve average values of TSS, COD and BOD removal efficiencies as 89%, 84% and 81% respectively. The second compartment was the main treatment unit during the period of the start up then it served as a polishing step.

Figure (2/9) USBR section

2-6-5 ZERO ENERGY COMPACT UNIT (ZECU)

The ZECU system consists of anaerobic stages (up-flow & down-flow baffled reactor followed by a passive aeration unit, aerobic biological filter, sedimentation tank and a sand filter unit.

This compact unit proved satisfactory performance and is suitable for small communities as it doesnï¿½ï¿½ï¿½t occupy large land and has low cost for manufacturing and maintenance processes. Also, it doesnï¿½ï¿½ï¿½t consume energy.

The ZECU system discharge is 9 cubic meters a day which can serve small villages and hamlets and this system was able to produce effluent quality comparable to the limits of the Egyptian laws and regulations.

The ZECU system can achieve average values of TSS, COD and BOD removal efficiencies as 91%, 85% and 88% respectively.

Figure (2/10) ZECU system

Types of sewerage Systems for septic tank

There are basically five types of sewerage sytems. Not all homeowners are free to choose from all four types because local codes may not allow conventional systems to be installed where soil absorbtion or drainfield space is limited. In addition, each has its own advantages and disadvantages. Most localities require an engineer to perform a site evaluation. The results of this evaluation will determine the homeownerï¿½ï¿½ï¿½s options. These types are:-

Conventional Systems

Low-Pressure Dose Systems

Evapotranspiration Systems

MOUND SYSTEM

Aerobic Wastewater Treatment Systems

2-7 FILTRATION

Filtration process is used in waste water treatment commonly as the final treatment for polishing the effluent or as an intermediate process to prepare the wastewater for the treatment. (Agency, (EPA) Environmental Protection)

2-7-1 DEFINITION

Filtration is a physical process to separate suspended, colloidal particles and other biological matters from water by discharging water through a filter media. While the water passes through the pores of the media, the impurities are filtered on the surface.

2-7-2 PURPOSE

Filters should provide effluent quality which meet the standards by removing particulates including floc and impurities such as fine silts and clays as well as the micro-organisms and bacteria.

2-7-3 MECHANISM OF FILTRATION

There are main actions takes place during the filtration process and can be described as follows:

Mechanical straining

Impurities which are big in the size pass through the filter pores which is smaller than these impurities are filtered on the upper surface of the filter, these impurities that deposited on the filter bed surface also help in straining the smaller particulates.

Sedimentation action

The filter media acts as a sedimentation basin that allows the suspended particles to settle on the bed of the filter.

Adsorption action

Adsorbing the colloidal particles on the surface of the media resulting a gelatinous layer consists of bacteria and micro-organisms which coat the filter media.

Electrolytic action

The filter surface which is negatively charged attracts the positively charged impurities which are existed in the water.

Biological action

The impurities which deposits on the filter media attract different micro-organism into them which can convert these impurities into simpler forms.

Textile filteration

Water filters have a long history as a method of water purification, beginning as early as 2000 b.c.e. in ancient Egypt. Filtration has evolved from the simple Hippocratic sleeve of ancient Greece, made from cloth, to the complicated solid block carbon and multimedia water filters currently on the market. Water filtration is now the premier method of water purification, removing more water contaminants, more efficiently, than any other technique [19].

Filtration is a mechanical or physical operation, which is used for the separation of solids from fluids (liquids or gases) by interposing a medium through which only the fluid can pass. Oversize solids in the fluid are retained, but the separation is not complete; solids will be contaminated with some fluid and filtrate will contain fine particles (depending on the pore size and filter thickness).Filtration is used to separate particles and fluid in a suspension, where the fluid can be a liquid, a gas or a supercritical fluid. Depending on the application, either one or both of the components may be isolated [20].

Fabric filtration effectively controls environmental pollutants in gaseous or liquid streams. In air pollution control systems, it removes dry particles from gaseous emissions; in water pollution control, filtration removes suspended solids; in solid-waste disposal, filtration concentrates solids, reducing the landfill area required [21].

The common surface water treatment systems are based on coagulation, sedimentation and rapid filtration such as the compact units or the conventional plants. These methods may be not suitable for the rural areas.

Therefore new technologies used in water purification that obtained high efficiency and economic. One of these technologies is use textile as a filter media.

2-8-1 application of texitle filter in water treatment

Several attractive filtration performance attributes are provided when active washable fibers are incorporated into a water filtering media, such as the Fabric Media water filtration technology. There are processes and economic advantages compared to the more traditional media bed filtration techniques, such as sand filters, and surface filters such as micro membrane filtration.

2-8-1-1 PERFORMANCE EVALUATION OF STORM WATER FILTRATION SYSTEM

urban storm water runoff carries sediment and contaminates from impervious layers like street, pavement etc. storm water reaching out into the surrounding clean water increases the concentrations of turbidity, suspended solids concentration, and other water quality parameter.

The Laterit soil is one such naturally available porous media from which the pollutants will be removed due to its porous and permeable nature, adsorption and ion exchange capacity. Geo-textile is synthetic material having high water permeability which helps in removal of larger suspended particles, oil and grease.

Residential pavement and Mechanical shop pavement flush water is used as an artificial urban strom water runoff sample. Laterit media and Laterit -Geo Textile media were efficient in reducing turbidity by 90% and 92% at 25mL/min flow rate respectively for residential pavement runoff water. Similarly Total hardness, Nitrate, Iron and Fluoride was as also significantly reduced in both the runoff water.

2-8-2 APPLICATION OF TEXTILE FILTER IN WASTEWATER TREATMENT

Treatment Systems are based on media filter technology, a reliable, proven method for onsite secondary treatment of wastewater. But instead of using sand as the filtering media, uses a synthetic textile, which has five times more surface area than the same volume of sand. With textile filters, you can treat the same amount of wastewater in a fraction of the space that a sand filter requires. And textile doesn't plug like foam filters or have to be replaced every few years, like peat filters [24].

2-8-2-1 INNOVATIVE TEXTILE BIOFILTERS WASTEWATER TREATMENT

Two types of geo-textile, TS 50 and TC/PP 300, were investigated as experimental filters. The raw wastewater, pre-treated in a septic tank, was intermittently dosed and filtered under hydrostatic pressure. At the beginning, the filter reactor comprised nine filters made of geo-textiles (of three types: TS 10, TS 50 and TC/PP 300). At the end of the start-up period the TS 10 filters were removed due to their high outflow instability. After four months of working, the hydraulic capacities of the remaining filters were, 3.23 cm3/cm2/d for TS 50 and 4.14 cm3/cm2/d for TC/PP 300. The efficiencies of COD and BOD5 removal were similar for both types of geo-textile (COD: 64%, BOD5: 80%). A small but statistically significant difference between ammonium nitrogen removals was observed (40% for TS 50 and 35% for TC/PP 300).

2-8-2-2 TEXTILE FILTER FOR THE TREATMENT OF DOMESTIC WASTEWATER

Performance of the textile filter was excellent in removing solids, organic matter and pathogens, Effluent TSS was <6 mg/L (88-94% removal) and BOD5 was < 6 mg/L (98% removal) during both winter and summer. Fecal coliform bacteria removal was also excellent, with fecals at 357-775 cfu/100mL (>99.7% removal) winter and summer, respectively, just exceeding the body contact standard of 200 cfu/100 mL Phosphorus removal by the textile filter was low, as expected, with <1% TP removed summer (12 mg/L TP) and ~20% TP (11 mg/L TP) removed the first winter. Nitrogen removal was also low (14-21% TN removal) during the initial 15-month period, with effluent levels of 64 mg TN/L in winter and 59 mg TN/L in summer. Ammonium-nitrogen was low (<6 mg N/L), both winter and summer, with >90% converted to other nitrogen forms, largely nitrate nitrogen at 50- 61 mgNO3-N/L in effluent.

2-8-2-3 BACTERIA IN NON-WOVEN TEXTILE FILTERS FOR DOMESTIC WASTEWATER TREATMENT

The objective of this study was preliminary identification of heterotrophic and ammonia oxidizing bacteria (AOB) cell concentration in the cross-sectional profile of geotextile filters for wastewater treatment. The filters under analysis reached a relatively high removal efficiency for organic pollution 70-90% for biochemical oxygen demand (BOD5) and 60-85% for COD. The ammonia nitrogen removal efficiency level proved to be unstable (15-55%).

A relatively wide range of heterotrophic bacteria was observed from 7.4ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½10(5)/cm(2) to 3.8ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½10(6)/cm(2) in geo textile layers. The highest concentration of heterotrophic bacteria (3.8ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½ï¿½10(6)/cm(2)) was observed in the first layer of the textile filter. AOB were identified occasionally – about 8-15% of all bacteria colonizing the last filter layer, but occasionally much higher concentrations and ammonia nitrogen efficiency were achieved

2-9 FABRIC MEDIAS USED WITH SEPTIC TANK

The primary purpose of improving the quality of the effluent from a septic tank system is to provide a cleaner effluent and in some cases, to improve treatment to address local environmental conditions. This may be necessary due to site constraints, regulations, or other limiting factors. Sand filters in various configurations are one of many traditional technologies applied to decentralized systems. These filters are located at the effluent side of the septic tank in order to remove solids [28].

2-9-1 types of media

The system design maintenance required of the media filter system as well as its operating characteristics vary considerably depending on the media selected.

2-9-1-1 Septic media filters using open celled foam cubes

Two-inch open-celled polyurethane cubes are placed into a container to form a packaged or "pre-fab" septic media filter system which is used in either single pass or recalculating effluent mode.

Figure (2/11) Open Celled Foam Cubes Media

Packaged foam cube septic effluent (wastewater) treatment systems may be placed entirely above ground (but of course will not work in an area of hard freezing climate) [29].

Septic effluent is passed into the foam filter in small doses (1/10 gallon to 1 gallon per cubic foot per dose) using spray nozzles which dose the system from its top [29].

An advantage of the foam cube septic media system for wastewater treatment is its easy maintenance as the (clog prone) top few inches of foam cubes are easily removed and replaced [29].

2-9-1-2 Use of Septic Media Filters Using Peat

A PEAT FILTER SEPTIC SYSTEM TAKES A CONVENTIONAL SEPTIC SYSTEM DESIGN AND ADDS AN EFFLUENT FILTER STAGE FOR ADDITIONAL EFFLUENT TREATMENT.

Figure (2/12) Peat Media

The peat acts much like a sponge, absorbing and wicking the effluent in all directions and providing treatment as the wastewater slowly filters through the peat. Eventually the effluent filters to the bottom of the peat where it percolates into the soil for final disposal[26].

Experimental results show that peat filters are capable of very efficient removal of fecal coliform bacteria, 60 to 90 percent of BOD and total suspended solids (TSS). They also appear to be capable of a producing a significant loss of total nitrogen in finished effluent [29].

2-9-1-3 Septic media filters using textiles

Geo-textiles are often used in septic effluent media filter systems; they can provide a large surface area and high water volume retention [29].

Figure (2/13) Geo-texitle Media

Fabric media is cut into squares and placed into a container, or hung in curtains in a container. Textile filters operate in a recirculating mode, but offer this advantage over sand and peat media: the larger effective surface area of the synthetic textile permits a much higher loading rate in gallons per square (or cubic) foot, thus permitting the media system to be designed into a physically smaller package.

The loading rate was reported at 400 liters/square meter/day (10 gallons/square foot/day). A modification of this design uses layers of textile material with a break between layers, allowing greater loading rates, up to 600 liters/square meter/day (15 gallons/square foot/day), producing an effluent quality that meets or exceeds advanced treatment standards [29].

2-9-3-4 Crushed glass septic system filters media

The removal of bacteriological contaminants demonstrated that the glass filter media obtained an activity level typical of slow rate sand filtration. The results suggest that slow rate filtration may be an effective treatment process for raw water source with the addition of a roughing filter [29].

2-9-2 Advantages of textile filter media

Alternate media filters are moderately inexpensive, have low energy requirements and do not require highly skilled personnel. They generally produce high quality effluent. The process is stable and requires limited intervention by operating personnel. The media may be able to withstand higher loading rates than traditional sand filters due to increased surface area. These filters may provide a suitable treatment option for degraded or failed septic systems if it is shown that they can operate over an extended period of time at the demonstrated efficiencies [29].

2-9-3 Advantages of textile filter media

Alternate media filters are not proven technologies and no long term operating data for the crushed glass and textile media are available. The cost to operate and maintain the systems has not been standardized. Odors from open, single pass filters treating septic tank effluent may be a problem. The filter medium is unique, and may not be readily available when it must be replaced. The media may not be consistent from supplier to supplier or batch to batch and may require additional monitoring costs to confirm performance across batches. The recent arrival and continuing research into alternate filter

CAPILLARITY

Capillarity action is one of the natural physical characteristics of liquids.

2-10-1 DEFINTION

Capillarity action is the ability of a liquid to flow in narrow spaces without the assistance of, or even in opposition to, external forces like gravity. The effect can be seen in the drawing up of liquid between the hairs of a paint Bruch, in a tube, in porous materials such as paper and plaster, in some non-porous materials such as sand and liquefied carbon fiber.

2-10-2 PHENOMENA AND PHYSICS

A common apparatus used to demonstrate the first phenomena is capillary tube. When the lower end of a vertical glass tube is placed in a liquid, such as water, a concave meniscus forms. Adhesion occurs between the fluid and the solid inner wall pulling the liquid column up until there is a sufficient mass of liquid for gravitational forces to overcome these intermolecular forces.

2-10-3 application of capillarity in water treatment

Capillarity action is used as new water treatment technology that is suited to small communities as well as rural areas in Egypt.

2-7-1-1 Water Treatment by Fabric Capillary Action

This technology has been tested in both laboratory and pilot scale employing the fabric capillary action. Water transmitted from a compartment or a channel to another through technical fabrics, leaving the suspended solids as well as other pollutants at the inlet channel. During the testing period, the influent turbidity was up to 21 NTU while the effluent turbidity was less than 0.90 NTU. Moreover, it was found.

This new method is capable of removing algae and bacteria with removal efficiencies up to 98 and 97% respectively. A new nonwoven multilayer polyester fabric was found to be the most suitable for such treatment. The design flow rate was reached to 0.60 L.min- 1.m-1 of weir (fabric) length. Results obtained showed that the fabric capillary action can be considered a promising method for water treatment [22].

CHAPTER III

MATERIALS AND METHODS

3-1 GENERAL

Sewage treatment by conventional means is very efficient. However, the high construction, operation and maintenance costs for a centralized conventional wastewater collection and treatment system represent an obstacle for the Egyptian Government in the instalment of such a system in rural areas and/or small communities. Moreover, the skills needed for operation and continuous monitoring programs which are absolutely unavailable on village scale. All that made on-site low cost options or decentralized sanitation systems are feasible more practiced attractive for application and testing. To reach the desired goals, the government is seeking an affordable, easy to manage wastewater treatment process that can serve small and medium size communities (up to 20, 0000 inhabitants). This dilemma makes developing new, affordable and appropriate small to medium size technologies for domestic wastewater treatment before disposal

From this prospective the invention of a new modified septic tank will be of great challenge to apply in rural areas

3-2 STUDY OF SITE

The research work is conducted on domestic sewage effluent from a flow of a small rustic house and the effluent of cowshed located at Ezbet Sharf, Belbes, El Sharkia Governorate. This domestic sewage is composed of human body wastes (faces and urine) and sullage which is the wastewater resulting from personal washing, laundry, food preparation and cleaning of kitchen utensils plus the effluent of cowshed.

Fresh sewage is a grey turbid liquid which has an earthy but inoffensive odour. It contains large floating or suspended solids such as faeces and rags and smaller suspended solids such as partially disintegrated faeces, paper and vegetable peel and very small solids in colloidal suspension, as well as pollutants in true solution.

Samples collected from the pilot unit were analyzed in the laboratory of Abo Rawash wastewater treatment plant.

3-3 WORK PLAN

The need for developing a new low cost technique using onsite treatment is achieved by developing the existing conventional septic tank. The main aim of this research work is to study a new technique to improve the characteristics of wastewater effluent from conventional septic tank using textile.

The study work plan consists of five items as data collection to know the last up to date in all relevant fields, experimental work which divided to two parts (lab scale and pilot scale), result analysis, model simulation to put the optimum operation condition in simple formula and the last part Write the thesis of this research.

3-3-1 DESCRIPTION OF STAGE I (LAB SCALE)

This stage used to choose the suitable fabrics that can be used in the pilot scale. Five fabrics are examined in this stage these fabrics are:

Cotton

Non woven polyester

Filter lebbad

Non woven polypropylene geo-textile 300 gm

Non woven polypropylene geo-textile 800 gm

Table (3/1) Used fabrics comparison

Type of Fabric Source Weight (gm/m2) Thickness (mm) Pore size

(micron) Permeability

(m/sec) Water flow capacity

(L/hour/m2) washing

Cost / m2

Cotton Locally manufactured 500 30 70 0.040 2.0 No 5.0

Non woven polyester Locally manufactured 160 10 100 0.085 3.0 Yes 6.0

Filter lebbad Locally manufactured 200 8 95 0.100 3.0 No 7.0

Non woven polypropylene (800gm) Locally manufactured 800 15 80 0.030 5.0 Yes 12.0

Non woven polypropylene (300gm) Locally manufactured 300 6 80 0.060 2.0 Yes 9.0

The lab scale model was shown in figure (3/1) was consist of

Holding tank

Mixer

Bench scale model of septic tank

Capillarity action basin

Filtration action basin

The samples of lab scale model were taken from the influent and effluent two times per each run which was held for 72 hr.

Figure (3/1) Lab scale model

3-3-2 DESCRIPTION OF STAGE II (PILOT SCALE)

The pilot plant is made of Galvanized Steel tank. It is a rectangular tank with three modified compartments with different outlets configuration simulating three parallel septic tank as following:-

Conventional septic tank.

Conventional septic tank with second compartment for capillarity effect.

Conventional septic tank with second compartment for gravity textile filter.

Figure (3/2) Pilot unit of study

Holding Tank 4- Septic Compartment

Mixer Modified Compartment

Tank Influent Tank Effluent

The modified septic tank was erected to receive the domestic flow from traditional house located at Ezbet Sharf, Belbes, El Sharkia Governorate.

Figure (3/3) Pilot unit in site

The influent wastewater of the pilot unit is a source holding tank that will be filled every two days directly from the house domestic sewer with volume 1.0 m3 which filled sewage from the house area

3-4 DESIGN OF PILOT UNIT

The design of pilot unit done according to Egyptian standard code

3-4-1 CALCULATION OF UNIT DIMENSIONS

According to site study the population in the villa where the pilot unit will be installed

Number of resident in villa = 5 capita

QWastewater = 100 L/C/day

QT = population * Qwaste

QT=100 * 5 = 500 L/day = 0.5 m3/d

Q for one compartment = 500 / 3 = 166.67 L/d = 0.167 m3/d

Assume retention time = 20 hr

Q = V / T

0.167 = V/ 0.833

V = 0.139 m3

V = L * W * d

Assume L = 2W

0.139 = 2W2 * d

Assume d = 0.30 m where d is the depth of wastewater in septic tank

W = 0.48 m

Compartment Dimension = (1.0 * 0.5 * 0.5) m

3-4-2 DESIGN DRAWINGS OF UNIT DIMENSIONS

The pilot unit dimensions are shown below:

Figure (3/4) Section plan of pilot unit

Figure (3/5) Section A-A of pilot unit

Figure (3/6) Section B-B of pilot unit

Figure (3/7) Section C-C of pilot unit

Figure (3/8) Left side view of pilot unit

3-5 THE OPERATION PROCEDURE

The pilot plant operation aims at determining the main process operation and design criteria. During the investigation period several runs were conducted as mentioned in the experimental program and some characters were examined; Turbidity, BOD, COD, total suspended solids (T.S.S) and pH to study the unit efficiency for wastewater treatment.

First modified compartment; clear wastewater will be transmitted using the capillarity action of different media of textile from a compartment to the modified section by leaving the suspended solids as well as other pollutants at the inlet channel.

Second modified compartment; wastewater will be filtered using different media of textile placed in the modified section, where the suspended solids detained on the surface of the filter.

3-5-1 EXPERIMENTAL PROGRAMS

Experimental work has been applied according to specified program. Field study has included the following:-

Prepare the lab scale and pilot unit in the laboratory to satisfy the needs of study.

The plan of the operation runs has been set to determine effluent wastewater characteristics.

Make complete analysis for influent and unit effluent wastewater.

Obtain, analyze and evaluate field results.

Modify the work program when needed

Experimental program consist of two stages.

3-5-1-1 LAB SCALE EXPERIMENTAL PROGRAM

The experimental works for lab scale has been made according to the following program runs:

Table (3/2) Lab scale runs

Action Run no. Type of material Duration

capillarity 1-1 Filter lebbad 1 week

1-2 Cotton 1 week

1-3 Non woven geo-textile 300 gm 1 week

1-4 Non Woven geo-textile 800 gm 1 week

1-5 Non woven polyester 1 week

Filtration 2-1 Filter lebbad 1 week

2-2 Cotton 1 week

2-3 Non woven geo-textile 300 gm 1 week

2-4 Non Woven geo-textile 800 gm 1 week

2-5 Non woven polyester 1 week

3-5-1-2 PILOT SCALE EXPERIMENTAL PROGRAM

The experimental works for pilot scale after using fabric that will give optimum results from lab scale according to the following program runs.

Table (3/3) Pilot scale runs (Capillarity action)

Action Run no. Type of material Duration Remarks

capillarity Run (1-1) Cotton 2 weeks 1 layer with long submerged depth

Run (1-2) 2 weeks 2 layer with long submerged depth

Run (1-3) 2 weeks 1 layer with long clear depth

Run (1-4) 2 weeks 1 layer with long submerged depth

Run (3-1) Conventional septic tank 2 weeks

Run (2-1) Geo ï¿½ï¿½ï¿½ textile 800 gm 2 weeks 1 layer with long submerged depth

Run (2-2) 2 weeks 2 layer with long submerged depth

Run (2-3) 2 weeks 1 layer with long clear depth

Run (2-4) 2 weeks 2 layer with long clear depth

Run (3-2) Conventional septic tank 2 weeks

Table (3/4) Pilot scale runs (Filtration action)

Action Run no. Type of material Duration Remarks

Filtration Run (1-1) Cotton 2 weeks Plain media with 1 layer

Run (1-2) 2 weeks Plain media with 2 layer

Run (1-3) 2 weeks Staggered media with 1 layer

Run (1-4) 2 weeks Staggered media with 2 layer

Run (3-1) Conventional septic tank 2 weeks

Run (2-1) Geo ï¿½ï¿½ï¿½ textile 800 gm 2 weeks Plain media with 1 layer

Run (2-2) 2 weeks Plain media with 2 layer

Run (2-3) 2 weeks Staggered media with 1 layer

Run (2-4) 2 weeks Staggered media with 2 layer

Run (3-2) Conventional septic tank 2 weeks

3-5-2 SAMPLING LOCATIONS

The samples were collected from four different locations to evaluate the efficiency of the modified septic tank pilot plant.

3-5-2-1 RAW WASTEWATER

The first sample was taken from the wastewater coming out of the holding tank, resulting from household sewage and then the samples were taken to the laboratory to make the required analysis.

3-5-2-2 PILOT UNIT EFFLUENT

The Second samples were taken from the three compartments of septic unit effluent and then the samples were taken to the laboratory to make the required analysis.

3-5-3 ANALYSIS AND MEASUREMENTS

The analysis was made according to Standard Methods

3-5-3-1 PH VALUE

The pH value of samples was determined electro-metrically using pH meter (Sension3, MSA, Benchtop, United states) with accuracy ï¿½ï¿½0.002.

Figure (3/9) PH meter

3-5-3-2 TOTAL SUSPENDED SOLIDS

The determination of total suspended solids was made according to the American Standard Methods [37]. Solids tests made using an accurate sensitive electrical balance that shown in figure (3/10), electric oven shown in figure (3/11) and filtration equipment shown in figure (3/12).

Figure (3/10) electrical balance

Figure (3/11) electric oven

The determination of total suspended solids was made according to the American Standard Methods. Solids tests made using an accurate sensitive electrical balance, electric oven and filtration equipment.

Figure (3/12) filtration equipment

3-5-3-3 CHEMICAL OXYGEN DEMAND COD

Chemical oxygen demand (COD) test is commonly used to indirectly measure the amount of organic compounds in wastewater. Most applications of COD determine the amount of organic pollutants.

Figure (3/13) COD equipment

3-5-3-4 BIOCHEMICAL OXYGEN DEMAND

Biochemical oxygen demand (BOD) is the amount of dissolved oxygen needed by aerobic biological organisms in a body of water to break down organic material present in a given water sample at certain temperature over a specific time period.

Figure (3/14) BOD equipment

CHAPTER IV

RESULTS

4-1 INTRODUCTION

The experimental program is divided to two stages, the first stage has been held in the laboratory of sanitation engineering in El Sherouk Academy from 3rd of December to 5th of January to choose the suitable media to be used in the second stage using both of capillarity and filtration action.

The second stage has been held in Abo Sharf village, Belbis, El Sharkia Governorate from 14th January toï¿½ï¿½ï¿½ï¿½ï¿½ï¿½ using the pilot unit to study the capability of applying the system and get the factors affecting on.

4-2 STAGE I (LAB SCALE)

This stage has been held in the laboratory of sanitation engineering in El Shorouk Academy to choose the suitable media that used in pilot scale.

4-2-1 DESCRIPTION OF STAGE I

The lab scale model was shown in figure (4/1) was consist of

Holding tank

Mixer

Bench scale model of septic tank

Capillarity action

Filtration action

The samples of lab scale model were taken from the influent and effluent two times per each run which was held for 72 hr.

Figure (4/1)

The results of chemical, physical analysis for the samples taken during the study period from our lab scale program were conducted at the reference laboratory for wastewater of holding company for water and wastewater which is located in Abo Rawash city.

4- 2-2 OPERATING CYCLES

The cycles of lab scale experimental runs are held for capillarity and filtration action as shown in table (4/1)

Table (4/1) lab scale operating cycles

Action Cycle No. Type of material Operating period

from to

capillarity 1 Filter lebbad 3/12/2016 8/12/2017

2 Cotton 3/12/2016 8/12/2017

3 Non woven geo-textile 300 gm 3/12/2016 8/12/2017

4 Non Woven geo-textile 800 gm 10/12/2016 15/12/2016

5 Non woven polyester 10/12/2016 15/12/2016

Filtration 1 Filter lebbad 24/12/2016 29/12/2016

2 Cotton 24/12/2016 29/12/2016

3 Non woven geo-textile 300 gm 24/12/2016 29/12/2016

4 Non Woven geo-textile 800 gm 31/12/2016 5/1/2017

5 Non woven polyester 31/12/2016 5/1/2017

Here after illustration for the results of the operating cycles of our study

4-2-1 RESULTS OF CAPILLARITY ACTION

These cycles is studied the capillarity action of the chosen medias to obtain the most suitable media that has been used in our pilot. All cycles was running on the same condition of used wastewater and constant discharge. All runs were applied in one week for each.

The field results of the set of influent wastewater characteristics during this study period are shown in table (4/2).

Table (4/2) influent wastewater characteristics

Sample (1) Sample (2)

TSS(mg/lit) 480 460

PH 6.99 7.08

BOD(mg/lit) 470.65 440.3

COD(mg/lit) 587.9 597.4

4-2-1-1 NON WOVEN POLYESTER

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/3).

Table (4/3) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 30 22 19.2 18.6

PH 7.03 6.99 7.00 7.01

BOD(mg/lit) 330.5 283.45 142.76 128.45

COD(mg/lit) 405.4 288.96 255.6 231.5

Sample (2) TSS(mg/lit) 33 23 21.78 21.0

PH 7.05 7.08 7.08 7.06

BOD(mg/lit) 297.6 282.65 156.98 116.01

COD(mg/lit) 480.7 292.57 269.50 217. 8

Figure (4/2) Non Woven Polyester effluent

4-2-1-2 COTTON

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/4).

Table (4/4) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 13.5 13 8.2 8.00

PH 6.98 6.98 6.92 6.93

BOD(mg/lit) 245.7 198.30 92 81.01

COD(mg/lit) 423.9 292.80 248.85 223.3

Sample (2) TSS(mg/lit) 18.4 16 9 8.2

PH 7.01 6.98 6.98 6.97

BOD(mg/lit) 225.6 189.40 83.6 79.23

COD(mg/lit) 403.5 282.25 233.82 202.33

Figure (4/3) Cotton effluent

4-2-1-3 FILTER LEBBAD

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/5).

Table (4/5) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 36.1 36.8 35.10 35.08

PH 7.3 7.00 7.07 6.99

BOD(mg/lit) 256.8 193.32 160.3 142.8

COD(mg/lit) 465.4 295 288.5 262.67

Sample (2) TSS(mg/lit) 38.4 38 36.1 33.5

PH 7.3 7.25 7.22 7.20

BOD(mg/lit) 234.5 196 187 116

COD(mg/lit) 412.5 298.63 276 243.8

Figure (4/4) filter lebbad

4-2-1-4 NON WOVEN POLYPROPYLENE GEO-TEXTILE (800 GM)

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/6).

Table (4/6) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 12.4 12 10 10

PH 6.98 6.95 6.99 6.98

BOD(mg/lit) 234.7 114.25 98.8 78.6

COD(mg/lit) 402.6 293.10 256.30 233.5

Sample (2) TSS(mg/lit) 15.1 14 13.50 13.4

PH 7.00 7.00 7.01 7.00

BOD(mg/lit) 210 135 87.0 73.65

COD(mg/lit) 418.1 276.3 222 211.8

Figure (4/5) Non woven polypropylene Geo-textile (800 gm)

4-2-1-5 NON WOVEN POLYPROPYLENE GEO-TEXTILE (300 GM)

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/7).

Table (4/7) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 25.4 25.8 25 18

PH 7.04 6.98 6.99 6.99

BOD(mg/lit) 265.7 154 138.3 133.4

COD(mg/lit) 408.5 297 254.28 238.98

Sample (2) TSS(mg/lit) 19.5 18 16.7 16

PH 7.08 7.00 7.03 7.05

BOD(mg/lit) 253.6 148.15 134.11 123.96

COD(mg/lit) 401.6 282.96 241.80 231.2

Figure (4/6) Non woven polypropylene Geo-textile (300 gm)

4-2-2 RUSTLES OF FILTRATION ACTION

The field results of the set of influent wastewater characteristics during this study period are shown in table (4/8).

Table (4/8) influent wastewater characteristics

Sample (1) Sample (2)

TSS(mg/lit) 484.8 486

PH 7.6 7.4

BOD(mg/lit) 468 485.6

COD(mg/lit) 608.2 576

4-2-2-1 NON WOVEN POLYESTER

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/9).

Table (4/9) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 100 98 70.7 30

PH 7.6 7.6 7.5 7.7

BOD(mg/lit) 309.8 288.8 165.7 73.7

COD(mg/lit) 510.2 333.4 254.9 162.5

Sample (2) TSS(mg/lit) 123 103.4 80.1 35.7

PH 7.4 7.5 7.5 7.4

BOD(mg/lit) 312.5 290.6 155.6 80.6

COD(mg/lit) 523 343.3 260.5 166.2

Figure (4/7) Non Woven Polyester effluent

4-2-2-2 COTTON

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/10).

Table (4/10) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 13 10 12 12

PH 7.6 7.5 7.7 7.6

BOD(mg/lit) 289.1 212.3 148.5 56.5

COD(mg/lit) 404.6 256.3 212.7 143.3

Sample (2) TSS(mg/lit) 10.5 10.2 9.8 9.7

PH 7.4 7.4 7.5 7.5

BOD(mg/lit) 299.4 234.5 180.6 60.4

COD(mg/lit) 443.8 314.5 222.3 145.4

Figure (4/8) Cotton effluent

4-2-2-3 FILTER LEBBAD

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/11).

Table (4/11) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 116.6 88.3 50.7 46.6

PH 7.5 7.6 7.7 7.6

BOD(mg/lit) 376.5 221.8 132.2 87.1

COD(mg/lit) 498 318.3 254.6 175.8

Sample (2) TSS(mg/lit) 124.3 90.5 48.3 40.8

PH 7.5 7.5 7.5 7.6

BOD(mg/lit) 356.5 301.5 156.4 77.4

COD(mg/lit) 500 321.4 280.1 180.6

Figure (4/9) filter lebbad

4-2-2-4 NON WOVEN POLYPROPYLENE GEO-TEXTILE (800 GM)

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/12).

Table (4/12) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 26.4 22 21 20.8

PH 7.7 7.6 7.5 7.6

BOD(mg/lit) 250 169.5 118.2 59.7

COD(mg/lit) 400 296.5 236.4 157

Sample (2) TSS(mg/lit) 23.3 19.8 19.0 17.5

PH 7.3 7.4 7.3 7.5

BOD(mg/lit) 241.1 176.3 125.4 60.9

COD(mg/lit) 409.1 305.1 223.4 163.2

Figure (4/10) Non woven polypropylene Geo-textile (800 gm)

4-2-2-5 NON WOVEN POLYPROPYLENE GEO-TEXTILE (300 GM)

This run was applied for one week of operation. Two samples were taken. The field results of the set of experiments conducted on samples during this study period are shown in tables (4/13).

Table (4/13) effluent wastewater characteristics

6 hrs 24 hrs 36 hrs 72 hrs

Sample (1) TSS(mg/lit) 50 40.5 30.3 26.4

PH 7.4 7.4 7.3 7.5

BOD(mg/lit) 300.4 240.3 180.6 98.3

COD(mg/lit) 445.3 377.1 289.3 179.4

Sample (2) TSS(mg/lit) 55.6 42.7 29 27.8

PH 7.3 7.4 7.4 7.5

BOD(mg/lit) 295.3 229.1 188.4 93.2

COD(mg/lit) 432.9 385.9 225.7 183.7

Figure (4/11) Non woven polypropylene Geo-textile (300 gm)

4-3 STAGE II (PILOT SCALE)

The second stage has been held in Abo Sharf village, Belbis, El Sharkia Governorate to study the capability of applying the system and get the factors affecting

4-3-1 DESCRIPTION OF STAGE 2

The lab scale model was shown in figure (4/2) was consist of

Holding tank

Mixer

Pilot unit of septic tank

Each run was applied took two weeks data has been recorded and repeated two times a week. Two samples were taken in each time.

Figure (4/12) pilot unit

4- 3-2 PILOT SCALE OPERATING CYCLES

The pilot scale experimental work was held to examine the most suitable fabrics which give high removal efficiency in the two actions (capillarity action and filtration action) according to the results that illustrated from the lap scale experimental work.

Cotton and geotextile (800 gm) are the efficient fabrics in both of two actions. The pilot scale experimental runs shown in table (4/14) and (4/15)

Table (4/14) pilot scale runs (Cotton)

Action Run no. Type of material Operation period Remarks

from to

capillarity Run (1-1) Cotton

1 layer with long submerged depth

Run (1-2) 2 layer with long submerged depth

Run (1-3) 1 layer with long clear depth

Run (1-4) 1 layer with long submerged depth

Filtration Run (1-1) Plain media with 1 layer

Run (1-2) Plain media with 2 layer

Run (1-3) Staggered media with 1 layer

Run (1-4) Staggered media with 2 layer

Conventional septic tank

Table (4/15) pilot scale runs (geo – textile)

Action Run no. Type of material Operation period Remarks

from to

capillarity Run (1-1) Geo ï¿½ï¿½ï¿½ textile 800 gm 1 layer with long submerged depth

Run (1-2) 2 layer with long submerged depth

Run (1-3) 1 layer with long clear depth

Run (1-4) 1 layer with long submerged depth

Filtration Run (1-1) Plain media with 1 layer

Run (1-2) Plain media with 2 layer

Run (1-3) Staggered media with 1 layer

Run (1-4) Staggered media with 2 layer

Conventional septic tank

4-3-3 COTTON RUNS

These runs used cotton with thickness 3.0 cm in pilot scale in both of capillarity action and filtration action.

4-3-3-1 RUN (1-1)

This run was applied with flow rate 7.0 lit/hr for two weeks of operation for both of filtration action with one layer of filter media with thickness 3.0 cm, capillarity action with one layer of fabric with submerged depth of 20 cm and clear depth 15 cm and conventional septic tank. Data has been recorded and repeated two times a week. Two samples were taken in each time.

The field results of the set of experiments conducted on samples during this study period are shown in table (4/16), (4/17), (4/18), (4/19).

Conventional septic tank

Table (4/16) influent characteristics

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 3 4 5

TSS (mg/lit) 460 430 421 485 509

PH 7.5 7.45 7.6 7.5 7.6

BOD (mg/lit) 530 534 520 573 560

COD (mg/lit) 710 780 721 669 703

Table (4/17) capillarity action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 30 32.2 20.8 24.6 12.5 15.7 10.2 11.3 13.2 11.67

PH 7.3 7.3 7.5 7.6 7.4 7.8 7.6 7.7 7.5 7.5

BOD (mg/lit) 285.7 277.6 160.3 165.8 109.7 98.3 103.8 100.8 90.5 88.6

COD (mg/lit) 464.7 450.6 310 308.9 285.1 290.6 233.8 233.6 240.9 238

Q (lit/hr) 2.5 2.1 1.8 1.6 1.3

Table (4/18) filtration action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 80.8 83.2 43.4 44.8 36.6 35.2 30.6 30.8 35.3 32.7

PH 7.4 7.3 7.5 7.5 7.4 7.5 7.3 7.5 7.2 7.4

BOD (mg/lit) 220.4 215.3 112 105.3 85.6 75.2 76.1 73.0 75.3 76.8

COD (mg/lit) 500 489 265.2 260 183.3 182.1 165.3 160 159.2 158

Q (lit/hr) 5.5 4.5 3.20 2.20 1.8

Table (4/19) conventional septic tank effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 380.1 390.3 173 177 188.7 190.5 193.6 196.8 190.2 189.4

PH 7.5 7.3 7.4 7.4 7.6 7.6 7.5 7.45 7.5 7.6

BOD (mg/lit) 424 380 277.8 267.3 261 266 250.4 252.9 235.2 244.7

COD (mg/lit) 548 539.2 420.3 413.8 359.8 340.7 294.2 295.6 313.2 309

Q (lit/hr) 7.0 7.0 7.0 7.0 7.0

Figure (4/13) TSS concentration

Figure (4/14) BOD concentration

Figure (4/15) COD concentration

4-3-3-2 RUN (1-2)

This run was applied with flow rate 7.0 lit/hr for two weeks of operation for both of filtration action with two layer of filter media with thickness 6.0 cm, capillarity action with two layer of fabric with submerged depth of 20 cm and clear depth 15 cm and conventional septic tank. Data has been recorded and repeated two times a week. Two samples were taken in each time.

The field results of the set of experiments conducted on samples during this study period are shown in table (4/20), (4/21), (4/22), (4/23).

Table (4/20) influent characteristics

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 3 4 5

TSS (mg/lit) 478 445 462 389 469

PH 7.5 7.6 7.8 7.6 7.5

BOD (mg/lit) 468 454 467 485 503

COD (mg/lit) 580.9 560 590.7 613 581.9

Table (4/21) capillarity action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 23.1 22.5 13.3 12.4 15.6 16.27 13.0 15.6 14.8 13.0

PH 7.4 7.3 7.4 7.5 7.6 7.5 7.8 7.7 7.4 7.5

BOD (mg/lit) 235.7 243.8 92.8 90.7 83.7 83.8 87.6 88.9 56.7 80.3

COD (mg/lit) 382.6 379 240.9 235.3 243.4 233.3 217.2 215.3 210.3 190.8

Q (lit/hr) 3.5 3.00 2.5 2.00 1.9

Table (4/22) filtration action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 70.8 68.3 32.4 30.2 20.7 18.3 16.6 16.8 17.3 16.8

PH 7.6 7.5 7.3 7.5 7.8 7.8 7.7 7.8 7.6 7.4

BOD (mg/lit) 212.4 210.6 80.3 79.7 70.3 69.8 63.05 62.8 56.3 53.9

COD (mg/lit) 395.5 388.3 188.4 178.3 149.7 143.8 163.8 156.3 120.8 115.7

Q (lit/hr) 5.5 4.8 3.4 2.3 2.00

Table (4/23) conventional septic tank effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 392.1 389 180.9 180.3 188 185.6 156.8 154.9 188.3 185.5

PH 7.3 7.4 7.8 7.5 7.3 7.4 7.5 7.4 7.5 7.5

BOD (mg/lit) 372.8 370.6 221.3 219.4 229.3 220.3 215.25 210.30 221.9 223.8

COD (mg/lit) 432.9 428.8 280.6 277.1 285.1 280.4 265.7 260.8 258.8 257.3

Q (lit/hr) 7.00 7.00 7.00 7.00 7.00

Figure (4/16) TSS concentration

Figure (4/17) BOD concentration

Figure (4/18) COD concentration

4-3-3-3 RUN (1-3)

This run was applied with flow rate 7.0 lit/hr for two weeks of operation for both of filtration action with one staggered layer of filter media, capillarity action with one layer of fabric with submerged depth of 15 cm and clear depth 25 cm and conventional septic tank. Data has been recorded and repeated two times a week. Two samples were taken in each time.

The field results of the set of experiments conducted on samples during this study period are shown in table (4/24), (4/25), (4/26), (4/27).

Table (4/24) influent characteristics

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 3 4 5

TSS (mg/lit) 456 510 489 478 520

PH 7.3 7.4 7.5 7.5 7.6

BOD (mg/lit) 506 484 495 488 476

COD (mg/lit) 680 720 690 678 710

Table (4/25) capillarity action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 38.3 35.4 25.4 24.3 17.4 17.5 19.10 18.3 18.3 15.6

PH 7.3 7.4 7.5 7.5 7.4 7.4 7.6 7.5 7.4 7.5

BOD (mg/lit) 270.8 263.1 105.7 102.6 94.3 90.8 82.4 82.3 80.3 75.8

COD (mg/lit) 442.3 440.8 260.2 259 244.1 241.3 235.4 230.8 222.3 220.6

Q (lit/hr) 4.25 3.5 3.00 2.50 2.25

Table (4/26) filtration action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 91.4 89.3 36.8 35.4 20.7 19.5 19.1 18.8 18.30 18.00

PH 7.5 7.4 7.3 7.3 7.6 7.6 7.5 7.4 7.3 7.4

BOD (mg/lit) 250 245.8 82.12 80.17 61.18 60.20 58.8 55.10 55.4 50.1

COD (mg/lit) 474 469 213.8 210.2 170.4 165.8 152 150.4 145.6 142.4

Q (lit/hr) 6.00 5.25 4.00 3.00 2.5

Table (4/27) conventional septic tank effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 360 355.2 220.4 217.3 200.3 195.7 194 190 196 195.6

PH 7.5 7.5 7.4 7.3 7.5 7.4 7.6 7.5 7.6 7.6

BOD (mg/lit) 395.4 390.5 252.3 250.6 230 228.4 229.10 225 225.3 220.4

COD (mg/lit) 536.1 521 360.7 358.2 330 331 320 318 326.4 320.6

Q (lit/hr) 7.00 7.00 7.00 7.00 7.00

Figure (4/19) TSS concentration

Figure (4/20) BOD concentration

Figure (4/21) COD concentration

4-3-3-4 RUN (1-4)

This run was applied with flow rate 7.0 lit/hr for two weeks of operation for both of filtration action with two staggered layer of filter media, capillarity action with two layer of fabric with submerged depth of 15 cm and clear depth 25 cm and conventional septic tank. Data has been recorded and repeated two times a week. Two samples were taken in each time.

The field results of the set of experiments conducted on samples during this study period are shown in table (4/28), (4/29), (4/30), (4/31).

Table (4/28) influent characteristics

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 3 4 5

TSS (mg/lit) 510 490.8 477 483 503

PH 7.9 7.8 7.7 7.7 7.6

BOD (mg/lit) 521 546 531 444 533

COD (mg/lit) 703 680 699 712 679

Table (4/29) capillarity action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 40.8 39.10 25.5 23.4 19.8 18.4 18 17 12.4 10.6

PH 7.6 7.7 7.6 7.6 7.8 7.6 7.7 7.5 7.5 7.6

BOD (mg/lit) 262.5 260.7 113.7 109.8 90.4 88.6 72.9 71.04 83.4 80.95

COD (mg/lit) 471.8 469.9 241.1 240 244.3 243.7 240.3 238.9 211.3 210.8

Q (lit/hr) 5.00 4.25 3.5 3.00 2.5

Table (4/30) filtration action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 51.3 50.5 25.4 20.8 22.8 20.9 14.11 12.50 13.80 11.6

PH 7.7 7.6 7.5 7.5 7.6 7.4 7.5 7.5 7.6 7.6

BOD (mg/lit) 251 250.3 90.8 89.4 75.4 72.3 48.3 45.6 45.8 44.3

COD (mg/lit) 475.8 472.9 192 190 143.7 139.5 122.3 120.6 101.8 100.8

Q (lit/hr) 6.00 5.00 4.25 3.25 3.00

Table (4/31) conventional septic tank effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 408 400 220.3 215.3 210 210 212.5 210.7 220.5 210.57

PH 7.6 7.7 7.5 7.4 7.5 7.3 7.6 7.5 7.4 7.5

BOD (mg/lit) 400 395.2 283 280 280.2 275.3 213.1 210.3 250.3 245

COD (mg/lit) 555 550.4 340.2 338.2 335.5 330.5 341.7 340.6 301.2 298.7

Q (lit/hr) 7.00 7.00 7.00 7.00 7.00

Figure (4/22) TSS concentration

Figure (4/23) BOD concentration

Figure (4/24) COD concentration

4-3-4 NON WOVEN GEO-TEXTILE (800 GM) RUNS

These runs used non woven geo-textile (800 gm) with thickness 1.5 cm in pilot scale in both of capillarity action and filtration action.

4-3-4-1 RUN (1-1)

This run was applied with flow rate 7.0 lit/hr for two weeks of operation for both of filtration action with one layer of filter media with thickness 1.5 cm, capillarity action with one layer of fabric with submerged depth of 20 cm and clear depth 15 cm and conventional septic tank. Data has been recorded and repeated two times a week. Two samples were taken in each time.

The field results of the set of experiments conducted on samples during this study period are shown in table (4/32), (4/33), (4/34), (4/35).

Table (4/32) influent characteristics

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 3 4 5

TSS (mg/lit) 520 535 495 610 556

PH 7.5 7.4 7.4 7.5 7.5

BOD (mg/lit) 480 503 460 510 498

COD (mg/lit) 622 680 590 668 613

Table (4/33) capillarity action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 25.4 25.0 21.8 20.9 24.8 23.9 18.3 17.8 17.0 16.6

PH 7.2 7.3 7.5 7.4 7.6 7.7 7.5 7.6 7.4 7.3

BOD (mg/lit) 268.8 265.3 125.3 120.8 91.7 90.8 81.3 80.2 79.3 78.5

COD (mg/lit) 433.9 430.6 272.0 270.1 231.9 231.0 245.8 243.8 220.4 218.6

Q (lit/hr) 4.5 4.3 4.00 4.00 3.8

Table (4/34) filtration action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 88.4 85.6 27.3 25.2 24.8 23.9 23.8 22.0 22.3 21.4

PH 7.3 7.2 7.4 7.5 7.3 7.2 7.1 6.9 7.0 7.2

BOD (mg/lit) 245.0 240.1 100.5 100.0 82.3 81.9 75.3 74.4 55.8 54.7

COD (mg/lit) 372.2 370.7 203 200.5 163.8 161.1 188.2 186.4 158.0 155.4

Q (lit/hr) 6.5 6.2 6.00 5.5 4.8

Table (4/35) conventional septic tank effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 416.0 410.6 220.0 216.3 194.6 190.8 232.3 230.3 210.1 205.3

PH 7.3 7.5 7.7 7.6 7.5 7.4 7.3 7.2 7.4 7.5

BOD (mg/lit) 283.0 373.0 252.3 250.4 223.0 220.8 243.3 241.2 239.3 235.4

COD (mg/lit) 510.3 508.2 348.3 345.0 288.4 285.3 327.3 325.4 294.6 293.4

Q (lit/hr) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0

Figure (4/25) TSS concentration

Figure (4/26) BOD concentration

Figure (4/27) COD concentration

4-3-4-2 RUN (1-2)

This run was applied with flow rate 7.0 lit/hr for two weeks of operation for both of filtration action with two layer of filter media with thickness 3.0 cm, capillarity action with two layer of fabric with submerged depth of 20 cm and clear depth 15 cm and conventional septic tank. Data has been recorded and repeated two times a week. Two samples were taken in each time.

The field results of the set of experiments conducted on samples during this study period are shown in table (4/36), (4/37), (4/38), (4/39).

Table (4/36) influent characteristics

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 3 4 5

TSS (mg/lit) 633 568 710 653 687

PH 7.3 7.2 7.3 7.2 7.2

BOD (mg/lit) 526 517 537 430 489

COD (mg/lit) 681 622 680 688 673

Table (4/37) capillarity action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 25.3 22.3 17.0 17.0 21.8 20.1 19.5 19.3 14.0 13.7

PH 7.3 7.3 7.0 7.1 7.5 7.5 7.6 7.5 7.5 7.4

BOD (mg/lit) 262.0 260.0 93.0 92.8 95.4 93.7 73.0 72.1 73.2 70.1

COD (mg/lit) 454.1 452.2 242.1 240.3 265.3 263.4 245.3 243.0 240.0 238.7

Q (lit/hr) 5.2 5.2 5.0 4.8 4.7

Table (4/38) filtration action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 93.2 91.9 22.3 21.9 28.0 27.4 20.2 19.5 20.6 19.4

PH 7.4 7.4 7.3 7.3 7.6 7.5 7.4 7.3 7.5 7.5

BOD (mg/lit) 289.9 285.0 77.5 75.2 75.1 73.6 55.9 54.9 53.0 52.3

COD (mg/lit) 439.1 433.2 186.6 185.2 201.0 200.0 183.1 182.4 160.8 160.1

Q (lit/hr) 6.5 6.3 6.00 5.6 5.00

Table (4/39) conventional septic tank effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 443 491.2 248.3 264.4 284.0 283.4 261.5 258.4 266.9 265.4

PH 7.5 7.2 7.00 7.00 7.2 7.3 7.4 7.3 7.4 7.5

BOD (mg/lit) 410.5 406.3 262.3 260.3 275.8 273.87 218.8 215.3 246.3 244.3

COD (mg/lit) 543.8 540.6 325.4 320.5 342.2 340.3 343.7 340.0 334.2 332.1

Q (lit/hr) 7.00 7.00 7.00 7.00 7.00

Figure (4/28) TSS concentration

Figure (4/29) BOD concentration

Figure (4/30) COD concentration

4-3-4-3 RUN (1-3)

The field results of the set of experiments conducted on samples during this study period are shown in table (4/40), (4/41), (4/42), (4/43).

Table (4/40) influent characteristics

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 3 4 5

TSS (mg/lit) 460 515 434 478 538

PH 7.5 7.6 7.4 7.5 7.6

BOD (mg/lit) 488 491 521 500 563

COD (mg/lit) 651 673 576 632 701

Table (4/41) capillarity action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 18.4 18.1 15.3 14.8 13.0 13.0 10.3 9.5 10.7 10.6

PH 6.8 7.00 7.1 7.2 7.00 7.4 7.3 7.2 7.4 7.3

BOD (mg/lit) 219.6 218.8 82.4 81.9 88.5 86.3 80.0 79.3 83.3 82.4

COD (mg/lit) 422.5 421.3 254.7 254.0 210.3 209.1 225.7 220.8 240.3 240.0

Q (lit/hr) 6.0 5.8 5.7 5.5 5.2

Table (4/42) filtration action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 56.7 55.2 25.3 24.7 17.3 17.0 19.1 18.7 16.3 16.0

PH 7.2 7.3 7.4 7.5 7.6 7.5 7.4 7.3 7.2 7.3

BOD (mg/lit) 302.1 300.0 83.2 81.1 78.2 77.9 60.9 60.0 61.9 60.4

COD (mg/lit) 454.3 450.2 195.2 193.4 154.2 150.3 155.4 153.2 140.3 138.3

Q (lit/hr) 6.5 6.4 6.3 5.80 5.5

Table (4/43) conventional septic tank effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 352.1 349.4 230.7 228.3 182.3 180.4 181.3 182.9 195.4 193.8

PH 7.3 7.2 7.4 7.4 7.6 7.5 7.3 7.2 7.1 7.2

BOD (mg/lit) 395.7 393.4 240.3 239.4 251.4 250.6 234.8 233.3 253.4 250.4

COD (mg/lit) 533.8 530.6 348.9 345.4 287.0 285.0 315.5 310.4 340.8 339.6

Q (lit/hr) 7.0 7.0 7.0 7.0 7.0

Figure (4/31) TSS concentration

Figure (4/32) BOD concentration

Figure (4/33) COD concentration

4-3-4-4 RUN (1-4)

The field results of the set of experiments conducted on samples during this study period are shown in table (4/44), (4/45), (4/46), (4/47).

Table (4/44) influent characteristics

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 3 4 5

TSS (mg/lit) 474 543 472 489 519

PH 7.5 7.3 7.5 7.5 7.6

BOD (mg/lit) 527 571 485 510 552

COD (mg/lit) 712 668 599 628 646

Table (4/45) capillarity action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 22.3 20.2 21.8 20.8 13.2 10.4 10.3 9.8 10.8 10.3

PH 7.3 7.3 7.5 7.4 7.6 7.5 7.3 7.4 7.2 7.2

BOD (mg/lit) 242.3 240.1 96.3 95.7 82.4 81.9 81.6 80.3 81.8 79.7

COD (mg/lit) 512.6 509.8 213.7 208.8 209.1 205.4 215.8 210.7 218.0 216.7

Q (lit/hr) 6.5 6.5 6.00 5.8 5.5

Table (4/46) filtration action effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 72.4 70.7 21.4 19.8 14.1 14.0 9.7 9.5 10.2 10.0

PH 7.3 7.4 7.2 7.0 7.0 7.1 7.3 7.5 7.6 7.6

BOD (mg/lit) 316.2 316.1 83.2 81.4 67.4 65.3 56.8 54.3 49.6 45.2

COD (mg/lit) 462.3 458.1 167.0 165.9 138.2 137.4 125.3 123.9 110.8 109.7

Q (lit/hr) 6.5 6.5 6.3 6.0 5.8

Table (4/47) conventional septic tank effluent

Day 1 Day 4 Day 7 Day 10 Day 13

S.N 1 2 1 2 1 2 1 2 1 2

TSS (mg/lit) 364.9 362.4 228.3 225.7 184.4 182.6 183.7 180.2 192.3 190.6

PH 7.3 7.2 7.4 7.5 7.6 7.5 7.7 7.6 7.4 7.3

BOD (mg/lit) 420.6 417.3 283.3 384.7 240.3 238.6 249.7 245.3 270.2 269.8

COD (mg/lit) 580.8 575.4 340.1 340.2 293.9 292.2 300.6 299.4 310.1 309.5

Q (lit/hr) 7.00 7.00 7.00 7.00 7.00

Figure (4/34) TSS concentration

Figure (4/35) BOD concentration

Figure (4/36) COD concentration

CHAPTER V

DISCUSSION

5-1 INTRODUCTION

This study aims to check the success of using textile media in septic tank using filtration and capillarity. This study is divided to lab scale stage that held to chose the most suitable media can be used and pilot scale stage that held to examine the chosen media on the treatment performance.

Results have been analyzed and discussed in this chapter to obtain the general target for present research.

The discussion shows the effect of textile media on the treatment performance and the benefits of decreasing running coast

5-2 DISCUSSION OF STAGE I (LAB SCALE)

This cycle carried out with different fabrics Medias (Non woven polyester, cotton, filter lebbad, Non-woven polypropylene Geo-textile (800 gm) and Non-woven polypropylene Geo-textile (300 gm) for filtration and capillarity actions.

5-2-1 removal efficiency of capillarity action

The removal ratios of TSS, BOD and COD of capillarity action using the five different fabrics are summarized below. Where the PH value has no effect on the removal efficiency of the parameters.

5-2-1-1 Non woven polyester removal efficiency

Table (5/1) & Figure (5/1) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/1) Removal efficiency of Non woven polyester

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 93.288 95.31 95.73 95.88

PH — — — —

BOD(mg/lit) 31.09 39.85 68.16 74.03

COD(mg/lit) 25.29 50.54 55.34 61.78

Figure (5/1) Removal efficiency of Non woven polyester

Table (5/1) and figure (5/1) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 95.88%, BOD is 74.03% and COD is 61.78% at time 72 hrs.

5-2-1-2 Cotton removal efficiency

Table (5/2) & Figure (5/2) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/2) Removal efficiency of Cotton

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 96.59 96.97 98.20 98.31

PH — — — —

BOD(mg/lit) 48.27 58.81 81.34 82.97

COD(mg/lit) 30.18 51.09 58.95 63.80

Figure (5/2) Removal efficiency of Non woven polyester

Table (5/2) and figure (5/2) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 98.31%, BOD is 82.97% and COD is 63.80% at time 72 hrs.

5-2-1-3 Filter lebbad removal efficiency

Table (5/3) & Figure (5/3) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/3) Removal efficiency of filter lebbad

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 92.06 92.20 92.58 92.85

PH — — — —

BOD(mg/lit) 46.08 58.64 63.10 72.50

COD(mg/lit) 25.89 49.51 51.99 56.93

Figure (5/3) Removal efficiency of filter lebbad

Table (5/3) and figure (5/3) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 92.85%, BOD is 72.50% and COD is 56.92% at time 72 hrs.

5-2-1-4 Non woven polypropylene Geo-textile (800 gm)

removal efficiency

Table (5/4) & Figure (5/4) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/4) Removal efficiency of Non woven polypropylene Geo-textile

(800 gm)

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 97.07 97.29 97.55 97.56

PH — — — —

BOD(mg/lit) 51.21 73.52 80.26 83.82

COD(mg/lit) 30.77 51.57 59.32 62.12

Figure (5/4) Removal efficiency of Non woven polypropylene Geo-textile (800 gm)

Table (5/4) and figure (5/4) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 97.56%, BOD is 83.82% and COD is 62.12% at time 72 hrs.

5-2-1-5 Non woven polypropylene Geo-textile (300 gm)

removal efficiency

Table (5/5) & Figure (5/5) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/5) Removal efficiency of Non woven polypropylene Geo-textile (300 gm)

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 95.23 95.44 95.66 96.56

PH — — — —

BOD(mg/lit) 42.97 67.90 71.06 72.65

COD(mg/lit) 31.65 50.67 57.80 60.01

Figure (5/5) Removal efficiency of Non woven polypropylene Geo-textile (800 gm)

Table (5/5) and figure (5/5) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 96.46%, BOD is 72.66% and COD is 60.01% at time 72 hrs.

5-2-2 Comparison between used fabrics

Figures (5/6), (5/70) and (5/8) show the comparison between removal ratios of the used fabrics in capillarity action for TSS, BOD and COD respectively.

Figure (5/6) Comparison of TSS removal ratio

Figure (5/7) Comparison of BOD removal ratio

Figure (5/8) Comparison of COD removal ratio

Figures (5/6), (5/7) and (5/8) show the comparison of removal ratios of used fabrics in lab experimental program.

From these figures we can deduce that cotton and non woven polypropylene Geo-textile (800 gm) give the best removal ratios of TSS, BOD and COD in capillarity action.

Both of cotton and non woven polypropylene Geo-textile (800 gm) tested in pilot scale model to obtain the ideal operation condition of capillarity action in septic tank model.

5-2-3 removal efficiency of filtration action

The removal ratios of TSS, BOD and COD of filtration action using the five different fabrics are summarized below. Where the PH value has no effect on the removal efficiency of the parameters.

5-2-3-1 Non woven polyester removal efficiency

Table (5/6) & Figure (5/9) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/6) Removal efficiency of Non woven polyester

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 77.03 79.23 84.45 93.22

PH — — — —

BOD(mg/lit) 34.73 38.09 65.67 83.51

COD(mg/lit) 12.65 44.36 57.63 72.98

Figure (5/9) Removal efficiency of Non woven polyester

Table (5/6) and figure (5/9) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 93.22%, BOD is 83.51% and COD is 72.98% at time 72 hrs.

5-2-3-2 Cotton removal efficiency

Table (5/7) & Figure (5/10) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/7) Removal efficiency of Cotton

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 97.58 97.75 97.75 97.76

PH — — — —

BOD(mg/lit) 38.29 52.26 64.84 87.51

COD(mg/lit) 28.21 53.07 64.24 76.26

Figure (5/10) Removal efficiency of Non woven polyester

Table (5/7) and figure (5/10) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 97.76%, BOD is 87.51% and COD is 76.26% at time 72 hrs.

5-2-3-3 Filter lebbad removal efficiency

Table (5/8) & Figure (5/11) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/8) Removal efficiency of filter lebbad

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 75.19 81.56 89.79 90.99

PH — — — —

BOD(mg/lit) 23.06 44.09 69.17 82.43

COD(mg/lit) 15.66 47.41 56.04 70.70

Figure (5/11) Removal efficiency of filter lebbad

Table (5/8) and figure (5/11) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 90.99%, BOD is 82.43% and COD is 70.70% at time 72 hrs.

5-2-3-4 Non woven polypropylene Geo-textile (800 gm)

removal efficiency

Table (5/9) & Figure (5/12) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/9) Removal efficiency of Non woven polypropylene Geo-textile

(800 gm)

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 94.88 95.67 95.87 96.05

PH — — — —

BOD(mg/lit) 48.47 63.06 73.97 87.12

COD(mg/lit) 31.60 50.54 62.19 73.68

Figure (5/12) Removal efficiency of Non woven polypropylene Geo-textile (800 gm)

Table (5/9) and figure (5/12) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 96.05%, BOD is 87.12% and COD is 73.68% at time 72 hrs.

5-2-3-5 Non woven polypropylene Geo-textile (300 gm)

removal efficiency

Table (5/10) & Figure (5/13) show the removal ratios for BOD, COD and TSS with constant flow for 72 hr.

Table (5/10) Removal efficiency of Non woven polypropylene Geo-textile (300 gm)

6 hrs 24 hrs 36 hrs 72 hrs

TSS(mg/lit) 89.12 91.42 93.88 94.41

PH — — — —

BOD(mg/lit) 37.50 49.85 60.58 79.54

COD(mg/lit) 25.81 37.27 57.66 70.15

Figure (5/13) Removal efficiency of Non woven polypropylene Geo-textile (800 gm)

Table (5/10) and figure (5/13) show that the removal efficiency of TSS, BOD and COD increase with time at constant flow. The best efficiency of TSS is 94.41%, BOD is 79.54% and COD is 70.15% at time 72 hrs.

5-2-4 Comparison between used fabrics

Figures (5/14), (5/15) and (5/16) show the comparison between removal ratios of the used fabrics in capillarity action for TSS, BOD and COD respectively.

Figure (5/14) Comparison of TSS removal ratio

Figure (5/15) Comparison of BOD removal ratio

Figure (5/16) Comparison of COD removal ratio

Figures (5/14), (5/15) and (5/16) show the comparison of removal ratios of used fabrics in lab experimental program.

From these figures we can deduce that cotton and non woven polypropylene Geo-textile (800 gm) give the best removal ratios of TSS, BOD and COD in filtration action.

Both of cotton and non woven polypropylene Geo-textile (800 gm) tested in pilot scale model to obtain the ideal operation condition of filtration action in septic tank model.

5-3 DISCUSSION OF STAGE II (PILOT SCALE)

According to the lab scale experimental work as shown previously it is illustrate both of the cotton and geo-textile give high removal efficiencies for TSS, BOD and COD. Where the PH value not effected through the study period.

In this section the results of pilot scale model using cotton and geo-textile in both action capillarity and filtration are summarized below.

5-3-1 results of cotton runs

Cotton runs divided to four runs for capillarity action and four runs for filtration action. The removal efficiencies of these runs and the efficiency of conventional septic tank in each run are shown below.

According to the results of theses runs we should noticed that the PH value has no effect on the removal efficiency of the parameters.

5-3-1-1 Removal efficiencies of run (1-1)

Tables (5/11), (5/12) and (5/13) & Figures (5/17), (5/18), (5/19) and (5/20) show the removal ratios for BOD, COD and TSS with constant flow of 7.0 lit/hr for 13 days

Table (5/11) capillarity action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 93.24 94.72 96.65 97.78 97.56

PH — — — — —

BOD(mg/lit) 46.86 69.47 80.00 82.15 84.01

COD(mg/lit) 35.54 60.33 60.08 65.07 65.94

Table (5/12) filtration action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 82.12 89.74 91.47 93.67 93.32

PH — — — — —

BOD(mg/lit) 58.90 79.65 84.54 86.99 86.42

COD(mg/lit) 30.35 66.33 74.66 75.69 77.44

Table (5/13) conventional septic tank removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 16.26 59.30 54.96 59.75 62.71

PH — — — — —

BOD(mg/lit) 24.15 48.96 49.33 56.08 57.15

COD(mg/lit) 23.44 46.53 51.42 55.92 55.75

Figure (5/17) TSS removal ratio of run (1-1)

Figure (5/17) show the comparison of TSS removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that capillarity action give the highest removal ratio 97.56% which it is higher than TSS removal ratio of filtration action with 4.24 % and increased TSS removal ratio of septic tank by 34.85% after 13 days.

Figure (5/18) BOD removal ratio of run (1-1)

Figure (5/18) show the comparison of BOD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 86.42 % which it is higher than BOD removal ratio of capillarity action with 2.41 % and increased BOD removal ratio of septic tank by 27.69%.

Figure (5/19) COD removal ratio of run (1-1)

Figure (5/19) show the comparison of COD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 77.44 % which it is higher than COD removal ratio of capillarity action with 11.50 % and increased COD removal ratio of septic tank by 21.69 %.

Figure (5/20) Effluent discharge ratio of run (1-1)

Figure (5/20) show the comparison of discharge for capillarity action and filtration action, where the figure show that discharge of filtration action is higher than the discharge of capillarity action and the difference ratio is 42.86 % at the beginning of run. The drop in discharge of filtration action happened faster after 4 days till the two discharges became close with difference ratio 7.14 % at the end of run.

5-3-1-2 Removal efficiencies of run (1-2)

Tables (5/14), (5/15) and (5/16) & Figures (5/21), (5/22), (5/23) and (5/24) show the removal ratios for BOD, COD and TSS with constant flow of 7.0 lit/hr for 13 days.

Table (5/14) capillarity action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 95.23 97.11 96.55 96.32 97.04

PH — — — — —

BOD(mg/lit) 48.77 79.79 82.07 81.80 86.38

COD(mg/lit) 34.45 57.48 59.65 64.72 65.54

Table (5/15) filtration action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 85.45 92.97 95.78 95.71 96.36

PH — — — — —

BOD(mg/lit) 54.81 82.38 85.00 87.03 89.05

COD(mg/lit) 32.54 67.26 75.16 73.89 79.68

Table (5/16) conventional septic tank removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 18.29 59.42 59.57 59.94 60.15

PH — — — — —

BOD(mg/lit) 20.58 51.46 51.86 56.13 55.70

COD(mg/lit) 25.83 50.21 52.13 57.06 55.65

Figure (5/21) TSS removal ratio of run (1-2)

Figure (5/20) show the comparison of TSS removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that capillarity action give the highest removal ratio 97.04% which it is higher than TSS removal ratio of filtration action with 0.68 % and increased TSS removal ratio of septic tank by 36.89% after 13 days.

Figure (5/22) BOD removal ratio of run (1-2)

Figure (5/21) show the comparison of BOD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 89.05 % which it is higher than BOD removal ratio of capillarity action with 2.67 % and increased BOD removal ratio of septic tank by 33.35 %.

Figure (5/23) COD removal ratio of run (1-2)

Figure (5/22) show the comparison of COD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 79.68 % which it is higher than COD removal ratio of capillarity action with 14.14 % and increased COD removal ratio of septic tank by 24.03 %.

Figure (5/24) Effluent discharge ratio of run (1-2)

Figure (5/24) show the comparison of discharge for capillarity action and filtration action, where the figure show that discharge of filtration action is higher than the discharge of capillarity action with difference ratio 28.57 % at the beginning of run. The drop in discharge of filtration action happened faster after 4 days till the two discharges became approximately as the same with difference ratio 1.43 % at the end of run.

5-3-1-3 Removal efficiencies of run (1-3)

Tables (5/17), (5/18) and (5/19) & Figures (5/25), (5/26), (5/27) and (5/28) show the removal ratios for BOD, COD and TSS with constant flow of 7.0 lit/hr for 13 days

Table (5/17) capillarity action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 91.92 95.13 96.43 96.09 96.74

PH — — — — —

BOD(mg/lit) 47.24 78.48 81.30 83.13 83.60

COD(mg/lit) 35.07 63.94 64.83 65.62 68.81

Table (5/18) filtration action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 80.19 92.92 95.89 96.04 96.51

PH — — — — —

BOD(mg/lit) 51.01 83.23 87.74 88.33 88.92

COD(mg/lit) 30.66 70.56 75.64 77.70 79.72

Table (5/19) conventional septic tank removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 21.58 57.09 59.51 59.83 62.35

PH — — — — —

BOD(mg/lit) 22.34 48.05 53.70 53.47 53.18

COD(mg/lit) 22.27 50.08 52.10 52.95 54.44

Figure (5/25) TSS removal ratio of run (1-3)

Figure (5/23) show the comparison of TSS removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that capillarity action give the highest removal ratio 96.74 % which it is higher than TSS removal ratio of filtration action with 0.23 % and increased TSS removal ratio of septic tank by 34.39% after 13 days.

Figure (5/26) BOD removal ratio of run (1-3)

Figure (5/24) show the comparison of BOD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 88.92 % which it is higher than BOD removal ratio of capillarity action with 5.32 % and increased BOD removal ratio of septic tank by 35.18 %.

Figure (5/27) COD removal ratio of run (1-3)

Figure (5/25) show the comparison of COD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 79.72 % which it is higher than COD removal ratio of capillarity action with 10.91 % and increased COD removal ratio of septic tank by 25.28 %.

Figure (5/28) Effluent discharge ratio of run (1-3)

Figure (5/28) show the comparison of discharge for capillarity action and filtration action, where the figure show that discharge of filtration action is higher than the discharge of capillarity action with difference ratio 25 % at the beginning of run. The drop in discharge of filtration action happened faster after 4 days till the two discharges became approximately as the same with difference ratio 3.57 % at the end of run

5-3-1-4 Removal efficiencies of run (1-4)

Tables (5/20), (5/21) and (5/22) & Figures (5/29), (5/30), (5/31) and (5/32) show the removal ratios for BOD, COD and TSS with constant flow of 7.0 lit/hr for 13 days.

Table (5/20) capillarity action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 92.17 95.02 96.00 96.38 97.71

PH — — — — —

BOD(mg/lit) 49.79 79.53 83.15 83.79 84.58

COD(mg/lit) 33.02 64.63 65.09 66.35 68.92

Table (5/21) filtration action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 90.02 95.29 95.42 97.25 97.48

PH — — — — —

BOD(mg/lit) 51.89 83.50 86.09 89.43 91.55

COD(mg/lit) 32.52 71.91 79.74 82.94 85.08

Table (5/22) conventional septic tank removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 20.78 55.62 55.97 56.19 57.15

PH — — — — —

BOD(mg/lit) 23.69 48.44 47.69 52.32 53.54

COD(mg/lit) 21.38 50.12 52.36 52.09 55.82

Figure (5/29) TSS removal ratio of run (1-4)

Figure (5/26) show the comparison of TSS removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that capillarity action give the highest removal ratio 97.71 % which it is higher than TSS removal ratio of filtration action with 0.23 % and increased TSS removal ratio of septic tank by 40.56 % after 13 days.

Figure (5/30) BOD removal ratio of run (1-4)

Figure (5/27) show the comparison of BOD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 91.55 % which it is higher than BOD removal ratio of capillarity action with 1.97 % and increased BOD removal ratio of septic tank by 38.01 %.

Figure (5/31) COD removal ratio of run (1-4)

Figure (5/28) show the comparison of COD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 85.08 % which it is higher than COD removal ratio of capillarity action with 16.16 % and increased COD removal ratio of septic tank by 29.26%.

Figure (5/32) Effluent discharge ratio of run (1-4)

Figure (5/32) show the comparison of discharge for capillarity action and filtration action, where the figure show that discharge of filtration action is higher than the discharge of capillarity action with difference ratio 14.28 % at the beginning of run but the drop in discharge approximately as the same rate and the difference ratio 7.15 % at the end of run.

5-3-2 results of Geo-textile runs

Geo-textile runs divided to four runs for capillarity action and four runs for filtration action. The removal efficiencies of these runs and the efficiency of conventional septic tank in each run are shown below.

5-3-2-1 Removal efficiencies of run (2-1)

Tables (5/23), (5/24) and (5/25) & Figures (5/33), (5/34), (5/35) and (5/36) show the removal ratios for BOD, COD and TSS with constant flow of 7.0 lit/hr for 13 days.

Table (5/23) capillarity action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 95.15 96.01 95.08 97.04 96.98

PH — — — — —

BOD(mg/lit) 44.36 75.54 80.16 84.17 84.16

COD(mg/lit) 38.51 60.14 66.89 65.62 67.67

Table (5/24) filtration action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 83.27 95.09 95.08 96.25 96.07

PH — — — — —

BOD(mg/lit) 49.47 80.07 82.15 85.32 88.91

COD(mg/lit) 47.16 70.33 76.76 73.69 76.92

Table (5/25) conventional septic tank removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 20.52 59.22 61.07 62.08 62.64

PH — — — — —

BOD(mg/lit) 31.67 50.03 51.76 52.50 52.34

COD(mg/lit) 27.56 49.02 58.96 54.16 56.70

Figure (5/33) TSS removal ratio of run (2-1)

Figure (5/29) show the comparison of TSS removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that capillarity action give the highest removal ratio 96.98 % which it is higher than TSS removal ratio of filtration action with 0.91 % and increased TSS removal ratio of septic tank by 34.34 % after 13 days.

Figure (5/34) BOD removal ratio of run (2-1)

Figure (5/30) show the comparison of BOD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 88.91 % which it is higher than BOD removal ratio of capillarity action with 4.75 % and increased BOD removal ratio of septic tank by 36.57 %.

Figure (5/35) COD removal ratio of run (2-1)

Figure (5/31) show the comparison of COD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 76.92 % which it is higher than COD removal ratio of capillarity action with 11.72 % and increased COD removal ratio of septic tank by 20.22 %.

Figure (5/36) Effluent discharge ratio of run (2-1)

Figure (5/36) show the comparison of discharge for capillarity action and filtration, where the figure show that discharge of filtration action is higher than the discharge of capillarity action with difference ratio 28.57 % at the beginning of run. The drop in discharge of filtration action happened after 7 days till the two discharges became approximately as the same with difference ratio 14.28 % at the end of run.

5-3-2-2 Removal efficiencies of run (2-2)

Tables (5/23), (5/24) and (5/25) & Figures (5/37), (5/38), (5/39) and (5/40) show the removal ratios for BOD, COD and TSS with constant flow of 7.0 lit/hr for 13 days.

Table (5/26) capillarity action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 96.24 97.01 97.05 97.03 97.98

PH — — — — —

BOD(mg/lit) 50.38 82.03 82.39 83.13 85.35

COD(mg/lit) 33.46 61.22 61.13 64.51 64.44

Table (5/27) filtration action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 85.38 96.11 96.10 96.96 97.09

PH — — — — —

BOD(mg/lit) 45.35 85.23 86.15 87.12 89.23

COD(mg/lit) 35.95 70.11 70.51 73.44 76.16

Table (5/28) conventional septic tank removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 26.21 54.87 60.04 60.19 61.26

PH — — — — —

BOD(mg/lit) 22.36 49.46 48.82 49.52 49.84

COD(mg/lit) 20.38 48.08 49.82 50.31 50.50

Figure (5/37) TSS removal ratio of run (2-2)

Figure (5/32) show the comparison of TSS removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that capillarity action give the highest removal ratio 97.98 % which it is higher than TSS removal ratio of filtration action with 0.89 % and increased TSS removal ratio of septic tank by 36.72 % after 13 days.

Figure (5/38) BOD removal ratio of run (2-2)

Figure (5/33) show the comparison of BOD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 89.23 % which it is higher than BOD removal ratio of capillarity action with 3.88 % and increased BOD removal ratio of septic tank by 39.39 %.

Figure (5/39) COD removal ratio of run (2-2)

Figure (5/34) show the comparison of COD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 76.16 % which it is higher than COD removal ratio of capillarity action with 11,72 % and increased COD removal ratio of septic tank by 25.66 %.

Figure (5/40) Effluent discharge ratio of run (2-2)

Figure (5/40) show the comparison of discharge for capillarity action and filtration, where the figure show that discharge of filtration action is higher than the discharge of capillarity action with difference ratio 18.57 % at the beginning of run. The drop in discharge of filtration action happened after 7 days till the two discharges became approximately as the same with difference ratio 4.29 % at the end of run.

5-3-2-3 Removal efficiencies of run (2-3)

Tables (5/23), (5/24) and (5/25) & Figures (5/41), (5/42), (5/43) and (5/44) show the removal ratios for BOD, COD and TSS with constant flow of 7.0 lit/hr for 13 days.

Table (5/29) capillarity action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 96.03 97.08 97.00 97.93 98.02

PH — — — — —

BOD(mg/lit) 55.08 83.27 83.22 84.07 85.28

COD(mg/lit) 35.19 62.21 63.59 64.68 65.74

Table (5/30) filtration action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 87.84 95.15 96.05 96.05 97.00

PH — — — — —

BOD(mg/lit) 38.31 83.27 85.02 87.91 89.14

COD(mg/lit) 30.53 71.13 73.57 75.59 80.13

Table (5/31) conventional septic tank removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 23.75 55.44 58.21 61.90 63.83

PH — — — — —

BOD(mg/lit) 19.15 51.15 51.82 53.19 55.26

COD(mg/lit) 18.25 48.42 50.35 50.48 51.47

Figure (5/41) TSS removal ratio of run (2-3)

Figure (5/35) show the comparison of TSS removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that capillarity action give the highest removal ratio 98.02 % which it is higher than TSS removal ratio of filtration action with 1.02 % and increased TSS removal ratio of septic tank by 34.19 % after 13 days.

Figure (5/42) BOD removal ratio of run (2-3)

Figure (5/36) show the comparison of BOD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 89.14 % which it is higher than BOD removal ratio of capillarity action with 3.86 % and increased BOD removal ratio of septic tank by 33.88 %.

Figure (5/43) COD removal ratio of run (2-3)

Figure (5/37) show the comparison of COD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 80.13 % which it is higher than COD removal ratio of capillarity action with 14.39 % and increased COD removal ratio of septic tank by 28.66 %.

Figure (5/44) Effluent discharge ratio of run (2-3)

Figure (5/44) show the comparison of discharge for capillarity action and filtration, where the figure show that discharges almost the same with difference ratio 7.15 % at the beginning of run. The difference ratio is 4.28 % at the end of run.

5-3-2-4 Removal efficiencies of run (2-4)

Tables (5/23), (5/24) and (5/25) & Figures (5/45), (5/46), (5/47) and (5/48) show the removal ratios for BOD, COD and TSS with constant flow of 7.0 lit/hr for 13 days.

Table (5/32) capillarity action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 95.52 96.08 97.50 97.94 97.97

PH — — — — —

BOD(mg/lit) 54.23 83.19 83.06 84.13 85.37

COD(mg/lit) 28.20 68.38 65.40 66.04 66.35

Table (5/33) filtration action removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 84.91 96.21 97.02 98.04 98.05

PH — — — — —

BOD(mg/lit) 40.01 85.59 86.32 89.11 91.41

COD(mg/lit) 35.37 75.08 76.99 80.16 82.93

Table (5/34) conventional septic tank removal efficiency

Day 1 Day 4 Day 7 Day 10 Day 13

TSS(mg/lit) 23.28 58.20 61.12 62.79 63.11

PH — — — — —

BOD(mg/lit) 20.50 41.51 50.63 51.47 51.09

COD(mg/lit) 18.81 49.08 51.08 52.23 52.04

Figure (5/45) TSS removal ratio of run (2-4)

Figure (5/38) show the comparison of TSS removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 98.05 % which it is higher than TSS removal ratio of capillarity action with 0.08 % and increased TSS removal ratio of septic tank by 34.94 % after 13 days.

Figure (5/46) BOD removal ratio of run (2-4)

Figure (5/39) show the comparison of BOD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 91.41 % which it is higher than BOD removal ratio of capillarity action with 5.64 % and increased BOD removal ratio of septic tank by 40.32 %.

Figure (5/47) COD removal ratio of run (2-4)

Figure (5/40) show the comparison of COD removal ratios for capillarity action, filtration action and conventional septic tank, where the figure show that filtration action give the highest removal ratio 82.93 % which it is higher than COD removal ratio of capillarity action with 16.58 % and increased COD removal ratio of septic tank by 30.89%.

Figure (5/48) Effluent discharge ratio of run (2-4)

Figure (5/48) show the comparison of discharge for capillarity action and filtration, where the figure show that discharges almost the same with difference ratio 0 % at the beginning of run. The difference ratio is 4.29 % at the end of run.

5-4 OPTIMUM FLOW RATE

Tables (5/35) and (5/36) shows the decrease percent of flow rates applying in both action of capillarity and filtration action for run (1-4) for cotton and run (2-4) for non woven geo-textile.

Table (5/35) decrease percent of cotton run

Time (day) Q = 3 lit/hr Q = 5 lit/hr Q = 6 lit/hr

C F C F C F

1 0 0 0 0 N.A 0

2 0 0 0 0 N.A 0

3 0 0 10 % 0 N.A 10 %

4 0 0 0 N.A

5 0 0 0 N.A

6 0 0 12 % N.A

7 0 0 N.A

8 0 0 N.A

9 0 0 N.A

10 0 0 N.A

11 13.33 % 0 N.A

12 0 N.A

13 0 N.A

14 0 N.A

Table (5/35) show the decrease in applied flow rates in cotton run, from the above percents in capillarity action the media need to replaced after 10 days of using flow rate 3.0 lit/hr where in case of using flow rate 5.0 lit/hr the media need to replaced after only 3.0 days. The flow rate 6.0 lit/hr is not applicable because from day one the effluent flow rate is less than 6.0 lit/hr

The percents of filtration action show that media need to replaced after 5.0 days of using flow rate 5.0 lit/hr and after 2.0 days of using flow rate 6.0 lit/hr.

We can deduce that flow rate 3.0 lit/hr is suitable for cotton capillarity action while the flow rate 5.0 lit/hr is suitable for filtration action.

Table (5/36) decrease percent of non woven geo-textile run

Time (day) Q = 3 lit/hr Q = 5 lit/hr Q = 6 lit/hr

C F C F C F

1 0 0 0 0 0 0

2 0 0 0 0 0 0

3 0 0 0 0 0 0

4 0 0 0 0 0 0

5 0 0 0 0 0 0

6 0 0 0 0 0 0

7 0 0 0 0 0 0

8 0 0 0 0 0 0

9 0 0 0 0 3.3 % 0

10 0 0 0 0 0

11 0 0 0 0 2 %

12 0 0 0 0

13 0 0 0 0

14 0 0 0 0

The pervious results show that:-

Using non woven polyester geo-textile (800 gm) gives removal efficiency of TSS, BOD and COD in both capillarity and filtration actions approximately as the same removal efficiency of cotton.

Non woven polyester geo-textile (800 gm) is washable and can be used

5-5 MATHEMATICAL MODELLING

Mathematical modelling is the process of using various mathematical structures ï¿½ï¿½ï¿½ graphs, tree diagrams and scatter plots and means uses statics to predict outcomes using physical, mathematical or otherwise logical representation.

This section of research used to obtain the mathematical model of the results to predict future results using.

5-4-1 CAPILLARITY MODELLING

Experimental results revealed that the removal efficiency was increasing slightly with time.

Figure (5/49) TSS Modelling of capillarity action

From figure (5/49) TSS removal efficiency of non woven polypropylene 800 gm in case of capillarity action can be represented by the following formula.

Y=-0.0162x^2 + 0.452x + 94.923 Eq. (5/1).

Rï¿½ï¿½ = 0.9522

Where,

Y = Removal efficiency

X = time in days

R = regression progression

For example:

When time X = 7 days

Y Removal efficiency = -0.0162*7^2+0.452*7 + 94.923=97.2932

Figure (5/50) BOD Modelling of capillarity action

From figure (5/50) BOD removal efficiency of non woven polypropylene 800 gm in case of capillarity action can be represented by the following formula.

Y=-0.4405x^2 + 8.232x + 49.758 Eq. (5/2).

Rï¿½ï¿½ = 0.8622

Where,

Y = Removal efficiency

X = time in days

R = regression progression

For example:

When time X = 7 days

Y Removal efficiency = -0.4405*7^2+8.232*7 + 49.758=85.7975

Figure (5/51) COD Modelling of capillarity action

From figure (5/51) COD removal efficiency of non woven polypropylene 800 gm in case of capillarity action can be represented by the following formula.

Y=-0.6041x^2 + 10.923x + 22.889 Eq. (5/3).

Rï¿½ï¿½ = 0.8136

Where,

Y = Removal efficiency

X = time in days

R = regression progression

For example:

When time X = 7 days

Y Removal efficiency = -0.604ï¿½ï¿½ï¿½*7ï¿½ï¿½ï¿½^2+10.923*7+22.889=69.7491

5-4-2 FILTRATION MODELLIN

Experimental results revealed that the TSS removal efficiency was increasing slightly with time.

Figure (5/52) TSS Modelling of filtration action

From figure (5/52) TSS removal efficiency of non woven polypropylene 800 gm in case of filtration action can be represented by the following formula.

Y=-0.1775x^2 + 3.4226x + 82.783 Eq. (5/4).

Rï¿½ï¿½ = 0.9124

Where,

Y = Removal efficiency

X = time in days

R = regression progression

For example:

When time X = 7 days

Y Removal efficiency = -0.1775ï¿½ï¿½ï¿½*7ï¿½ï¿½ï¿½^2+3.422*7+82.783=98.0437

Figure (5/53) BOD Modelling of filtration action

From figure (5/53) BOD removal efficiency of non woven polypropylene 800 gm in case of filtration action can be represented by the following formula.

Y=-0.6706x^2 + 12.933x + 32.89 Eq. (5/5).

Rï¿½ï¿½ = 0.8762

Where,

Y = Removal efficiency

X = time in days

R = regression progression

For example:

When time X = 7 days

Y Removal efficiency = -0.6706*7^2+12.933*7+32.89=90.5616

Figure (5/53) BOD Modelling of filtration action

From figure (5/53) COD removal efficiency of non woven polypropylene 800 gm in case of filtration action can be represented by the following formula.

Y=-0.5763×2 + 11.409x + 28.859 Eq. (5/6).

Rï¿½ï¿½ = 0.8941

Where,

Y = Removal efficiency of TSS

X = time in days

R = regression progression

For example:

When time X = 7 days

Y Removal efficiency = -0.5763*7^2+11.409*7+28.85=80.4833

CHAPTER VI

Conclusion

6-1 STUDY CONCLUSION

The main target of this study is to ensure, discuss and evaluate the durability of a proposed new development of septic tank in rural areas to improve it effluent quality. This technique was proposed to meet the characteristics of domestic wastewater and also for its low capital cost.

The study applied on two stages, the first stage was held is El Sherouk Academy sanitation laboratory to chose the suitable fabric to use in a pilot unit. The second stage of a pilot unit erected in Ezbet Sharf, Belbes, El Sharkia Governorate. Application was held on several runs with different operation conditions to obtain the suitable operation condition.

The study analyzed several wastewater samples from the pilot to obtain the unit efficiency. The measured data had been analysed and discussed.

Generally, results encourage the use of fabric media in septic tank as a new modification.

Conclusions are drawn from the results carried out in the experimental work can be interpreted into the following points:

Onsite decentralized waste water treatment units are considered efficient units to treat waste water in small communities

The use of fabrics as a modification of septic tank enhancement of wastewater effluent.

Both Cotton and non-woven polypropylene geo textile (800 gm) are more efficient than the other fabrics used in gravity filter.

Both Cotton and non-woven polypropylene geo textile (800 gm) are more efficient than the other fabrics used in capillarity action.

Study results show that using cotton and non-woven polypropylene geo-textile 800gm improve the removal efficiency of septic tank to (96 % – 97 %) for TSS & 87 % for BOD & (72% – & 75%) for COD in case of filtration action

Study results show that using cotton and non-woven polypropylene geo-textile 800gm improve the removal efficiency of septic tank to (97 % – 98 %) for TSS & (82%-83%) for BOD & (62% – 64%) for COD in case of capillarity action.

Using non-woven polypropylene geo-textile 800gm in septic tank is economically than cotton.

The system stability and easy operation and maintenance needs raise the possibility of its application in future.

TSS, BOD and COD removal of capillarity action can be calculated from the following equations respectively

Y=-0.0162x^2 + 0.452x + 94.923

Y=-0.4405x^2 + 8.232x + 49.758

Y=-0.6041x^2 + 10.923x + 22.889

TSS, BOD and COD removal of filtration action can be calculated from the following equations respectively

Y=-0.1775x^2 + 3.4226x + 82.783

Y=-0.6706x^2 + 12.933x + 32.89

Y=-0.5763×2 + 11.409x + 28.859

6-2 RECOMMENDATIONS

According to the results obtained from the experimental program executed in this research, the following recommendation from this study could be illustrated:-

Use fabric media with septic tank in both action (capillarity and filtration).

Use the modified septic tank as decentralized waste water treatment in small communities.

6-3 FURTHER AND FUTURE WORK

According to the pervious results and study application, the research recommends the following possible items that could be put under consideration:-

Study the effect of different loads on the system efficiency.

Study using the fabric media to improve the removal efficiency of phosphors and nutrients.

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