Water Treatment Thesis

1

WATER TREATMENT PROPOSAL PROJECT

2

Chapter 1 BACKGROUND OF PROJECT This chapter presents the background of the study with related literature, objective of the study, theoretical and conceptual frameworks, significant of the study, assumptions, scope and limitations, and definition of terms.

Introduction Rapid urbanization in our country has been accompanied by drastic hydrologic changes. The detrimental effect of urbanization on hydrological cycle such as infiltration and groundwater recharge decreases, pattern of surface and river runoff is changed imposing high peak flows, large runoff volumes and increased transport of pollutants and sediment from urban areas. Thus, the urban area influences the runoff pattern and the state of the ecological systems not only within the urban area but also in and around a whole river or lake system downstream. The effect of the urbanization on runoff has resulted in producing significantly more runoff volume than predevelopment, and flow peaks are increased by a factor of 2 to more than 10 times. Study by Drainage and Irrigation Department (DID, 2000) showed that 9% of the country's land mass is prone to floods which affect about 12% of the population. As a result, frequent occurrences of flash flood occur at downstream of new development areas resulting in an average loss of 100 million annually. 1

3

Traditionally, the objective of stormwater management has been to transport runoff as quickly as possible through the drainage in order to prevent flooding and protect lives and property. This is referred to as quantity control. Although public health and safety are still the most important goals, other objectives must now be met as well, such as the preservation of water quality and natural habitat. Historical flood and quantity control methods are not always suitable under current conditions, because it can cause problems of flooding, pollution or damage to the environment and are proving not to be sustainable. Today it is necessary to balance both quantity and quality objectives simultaneously. The concept of "integrated approach" to planning and designing of urban stormwater is moving away from the conventional thinking of designing for flooding to balancing the impact of urban drainage on flood control, quality management and amenity. The integrated approach is in-line with the sustainable development to manage the balance between social, economic and environmental requirements minimizing the conflict that can exist between economic development and the protection of the environment.

Background of the Study Drainage is the natural or artificial removal of surface and sub-surface water from an area. Many agricultural soils need drainage to improve production or to manage water supplies. In early history, the systems of sewerage and drainage that were developed and used in cities throughout the civilization were

4

far more advanced than any found in contemporary urban sites and even more efficient than those in some modern areas today. All houses in the major cities had access to water and drainage facilities. Waste water was directed to covered drains, which lined the major streets. Floods have been occurring throughout Earth history, and are expected so long as the water cycle continues to run. The reasons resulting flood is that of drainage problem or drainage failure of subsurface drains to perform as expected and may be caused by (1) the soil physical conditions not permitting drainage, (2) not determining the source of the water before the drains were installed, (3) construction when soil too wet, (4) grade reversals in construction, (5) breakage, or improper alignment of drain tile or damage to plastic tubing through careless backfilling, (6) settlement of sections of drain because of an unstable foundation, (7) excessive crack widths between drain tile, or excessively large slots in plastic tubing, or perforations improperly cut, which allow soil to enter the drain pipe, (8) erosion of soil into the drain pipe because of loose backfill, (9) ochre clogging, (10) improper envelope material or application, that is, poor placement, tearing of envelope material, sealing of envelope with soil or ochre, (11) collapse of drain pipe because of excess surface load, weak pipe or improper backfilling methods, (12) plugging of pipe by organic wastes, and roots, (13) certain types of plastic may be adversely affected through brittleness and cracking by surfactant chemicals, therefore, milk house wastes should not be permitted to enter a corrugated plastic tubing. 2

5

Drain problems can be confirmed through simultaneously observing the drain discharge and the height of the water table between drains. Drainage and flood control are also very much related. In Bangladesh, on average, 22 percent of the country is flooded every year and 50 percent of water development expenditures are spent on flood control and drainage. In Myanmar, in the Ayeyarwady Delta, drainage and flood control structures are also linked: in 2007 a total of 193 000 ha were reported to be equipped for surface drainage which is considered as a form of flood protection. Drainage covers 1 million ha in north and central Vietnam, mostly in the Red River Delta. Flood protected areas in China represent 32.69 million ha. The extreme case of agriculture under flood conditions is floating rice, which is reported in Cambodia, but can probably be found in other countries of the sub-region. Data on drainage infrastructure associated to irrigation in dry and semi-dry areas concern mostly northern China, India and Mongolia. In China as a whole (no distinction can be made between arid and humid areas), it was estimated in 2008 that 24.58 million ha were subject to water logging, of which 20.28 million ha were equipped with drainage. In India, drainage works have been undertaken on about 5.8 million ha (12 percent of the irrigated area), but investment in drainage works associated with irrigation schemes has been widely neglected and drainage systems are usually in very poor maintenance condition. Although total water withdrawal remains limited compared to water resources in Southeast Asia (about 5 percent), the large amounts of water diverted, mostly for agriculture, in those countries, have an environmental impact

6

which may assume important proportions locally. Intrusion of saltwater in deltas is a concern in Myanmar, Viet Nam and parts of India. Excessive groundwater exploitation around Bangkok, in Thailand, creates land subsidence and exacerbates already existing flood problems. In several countries, competition for water is becoming increasingly important, with direct implications for agriculture. 3 The same problem we experienced here in our Country. Lack of drainage systems exacerbated impact of deadly typhoon in the Philippines. Just like in Cebu City, garbage and drainage problems lead to massive floods. Cebu's Drainage System is clogged with garbage. Early this 2011, Cebu City experienced one of the worst floods. Thousands of commuters were stranded for hours as flood levels in various parts of the city reached knee-high levels. Indeed, there are many reasons why the drainage pipes are not functioning properly. Garbage is one such problem, and most of this comes from people who have built temporary houses along rivers. These persons throw all their waste indiscriminately into the water. Moreover, ordinary persons also have the habit of throwing their trash just anywhere. This also leads to the clogging up of drainage systems. It is also a fact that the current drainage pipes installed in Cebu's underbelly are just too small for the rapidly growing city. There is just too much waste passing through these pipes. It is a problem that needs to be solved soon.4 Drainage problems typically require some diagnosis and evaluation in order to propose treatments. Dumaguete City plagued with flooding, drainage problems from heavy rains. Dumagete City, Negros Oriental, experiencing the occurrence of excessive rainfall triggered by climate change, resulting in the

7

city's also experiencing a serious problem with its drainage system which, is not designed to accommodate huge amounts of rain. According to the expert, the major problem are the "too-small drainage canals in the city which can only contain a certain volume of water, and it would cost millions of pesos for the city to revamp its drainage system, Dumaguete only recorded some six or seven inches of rain in a month's time, spread out with at least five to six millimeters on a certain day. In comparison, the city now would experience rainfall of two to three inches within an hour to two hours due to climate change. The city chief executive said that apart from regular de-clogging of the city's canals, the local government does not have other options at the moment to effectively address the problem of flooding in the near future. 5 Some engineers thought of many solutions to this problem. One of the solutions is the construction, modification, and innovation of new drainage designs. Drainage is an intervention to control water logging aiming at soil improvement of agricultural production in industrial and residential areas. It is also a facility to dispose liquid waste. For the current practices, modern drainage incorporates geotextile filters that retain and prevent fine grains of soil from passing into and clogging the drain.

Geotextiles

are

synthetic

textile

fabrics

specially

manufactured

for civil and environmental engineering applications. Geotextiles are designed to retain fine soil particles while allowing water to pass through. In a typical drainage system they would be laid along a trench which would then be filled with coarse granular material: gravel, sea shells, stone or rock. The geotextile is then

8

folded over the top of the stone and the trench is then covered by soil. Groundwater seeps through the geotextile and flows within the stone to an outfall. In high groundwater conditions a perforated plastic (PVC or PE) pipe is laid along the base of the drain to increase the volume of water transported in the drain.6 Alternatively, prefabricated plastic drainage systems made of HDPE called SmartDitch,

often

incorporating

geotextile, coco fiber

or rag filters can

be

considered. The use of these materials has become increasingly more common due to their ease of use which eliminates the need for transporting and laying stone drainage aggregate which is invariably more expensive than a synthetic drain and concrete liners. Over the past 30 years geotextile and PVC filters have become the most commonly used soil filter media. They are cheap to produce and easy to lay, with factory controlled properties that ensure long term filtration performance even in fine silty soil conditions. In connection to this, Seattle's Public Utilities created a pilot program called Street Edge Alternatives (SEA Streets) Project. The project focuses on designing a system "to provide drainage that more closely mimics the natural landscape prior to development than traditional piped systems‖. The streets are characterized by ditches along the side of the roadway, with plantings designed throughout the area. An emphasis on non curbed sidewalks allows water to flow more freely into the areas of permeable surface on the side of the streets. Because of the plantings the run off water from the urban area does not all

9

directly go into the ground but can also be absorbed into the surrounding environment. According to the monitoring by Seattle Public Utilities, they report a 99 percent reduction of storm water leaving the drainage project. 7 In this present study, the researchers came up to the principle based upon the concept known as the perched water table, which is also known as an inverted filter design. In which a layer of grass turfing, soils and pervious concrete are use as an alternative drainage cover as well as preventive means to garbage clogging. Creating a sample layering of those mentioned above specimen and testing the acceptable absorption rate will result to what the researchers proposed design, the Bio-Ecological Planter Box Drainage Design. The proposed new ecological drainage system contributes to the achievement of sustainable development in urban water resources and brings numerous benefits including prevention of flooding, water pollution problems, loss of habitat, soil erosion and sedimentation, improved aesthetics of urban environments. These systems are more sustainable than conventional drainage methods because they manage runoff flow rates, reducing the impact of urbanization on flooding, protect or enhance water quality, sympathetic to the environmental setting and the needs of the local community, provide a habitat for wildlife in urban watercourses and encourage natural groundwater recharge. The mechanism to achieve the above target is to deal with runoff close to where the rain falls (control-at-source), managing potential pollution at its source now and in the future and finally protecting water resources from point pollution and diffuse sources.

10

Research has shown that grass turfing can improved the quality of stormwater especially removing the Total Suspended Solids (TSS) and nutrients such as Total Phosphorus (TP). Besides that the grass turfing can also attenuate the peak flow if designed properly. The primary mechanisms for pollutant removal in drainage are filtration by vegetation, settling of particulates, and infiltration into the subsurface zone. As runoff travels through the drainage, the vegetation reduces peak velocity while infiltration reduces flow volume. Attenuation of runoff flow promotes pollutant removal refers to a series of vegetated, open channel practices that are designed specifically to treat and attenuate stormwater runoff for a specified water quality volume. As stormwater runoff flows through the channels, it is treated through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. There are many design variations of the grass turfing, including the grassed channel, dry swale and wet swale. The specific design features and treatment methods differ in each design, but all are improvements on the traditional drainage ditch. In general, grass turfing show good performance for removal of large particles, such as suspended solids (TSS). 8 U.S. experience with swales which offered mixed performance in removal of suspended solids and attached pollutants, and low removal of soluble. However, it showed that the swale biofilter improved the pollutant removal performance. While it is difficult to distinguish performance removal between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although wet

11

swales appear to export soluble phosphorous. Therefore more data is needed to conclude the performance of swale under both temperate and tropical climate.

9

In a recent design in Germany, the stormwater swale is underlain by a gravel infiltration trench with a throttle drain pipe (the so called MR system). The stormwater infiltrating through an active soil layer is 'pretreated' before entering a gravel trench, and drains via a drain pipe discharging into a manhole with a flow throttle. The system shows a good performance in removing stormwater pollutants.10 Ulang (2010) conducted study entitled The Effectiveness of Pervious Concrete as Environment-Friendly Paving Material for Sidewalks and Pathways in which he found out that pervious concrete could reduce the quantity of imperviousness surface that the present day is demanding as the rural areas become highly urbanized. 11 In this present study, the researchers utilized pervious concrete in the design of the bio-ecological planter box drainage as one of the design medium for the cover and for filtration process.

Objectives of the Study Generally, the main objective of the study was to design a Planter Box Drainage that could provide achievement of sustainable development in urban water resources that brings numerous benefits including prevention of flooding, water pollution problems, loss of habitat, soil erosion and sedimentation, improved aesthetics of urban environments, to improve the quality of stormwater

12

especially, removing the solid waste through the filtration of turfing, layer of soil and pervious concrete. Specifically, it aims to: 1. To determine the most effective mix proportion of the pervious concrete. 2. To determine the performance of the Bio-Ecological Planter Box Design in terms of, 2.1 Absorption Rate 2.2 Drainage Cover Area 2.3 Discharge of Drainage Cover 3. To evaluate the cost-effectiveness of the Bio-Ecological Planter Box Drainage

Design.

Theoretical Framework As the researchers found out the causes and factors of drainage problems especially when it comes to the design, the researchers provide and proposed a new design of drainage. Drainage appropriate for today’s problem to flood, providing a variety of drainage functions, and one that could give a much more reliable alternative solution of design. For this study, the researchers considered and adopted the U. S. Golf Association "(USGA) root zone" as one of the most utilized designs for high-use sports turf and golf courses. This design is based largely on the results of research performed by the USGA. The current USGA system, utilizes a 12-inch, sand-based root zone layer placed over a 4-inch gravel layer. The gravel layer is

13

on top of a drainage system that is placed in the sub grade. These sand-based turf systems are popular because they provide an excellent medium for sportsturf growth, superior water-management capabilities and because they resist compaction even under high-use situations. The USGA system provides maximum removal of water during heavy rain, but it also stores water above the gravel during periods when the ground is not saturated. The system is based upon a concept known as the perched water table or inverted filter design. It is referred to as an inverted filter because of the presence of fine sand particles over the more coarse gravel. This design uses water's affinity for more finely textured materials to hold ("perch") it in the rootzone layer. (This effect occurs because of the capillary effect, whereby water is attracted to the surface of soil particles. Finer-textured materials offer greater surface area for attraction. That's why a fine-textured soil overlaying a coarser material like gravel will tend to hold onto the water rather than allowing it to pass through to the coarser material below.) Large voids of gravel offer little capillary effect. Thus, at the sand/gravel interface, these larger voids effectively create a barrier to downward water movement as long as the soil has not yet reached the point of saturation. As saturation is approached, additional pressure — from gravity — is applied, allowing water to move into the larger voids of the gravel layer and further down through the sub-surface drainage system.

14

Figure 1 Perched Water Table Concept

The expected performance of the design depends not only on having the right amount of sand, but the right kind of sand as well. Thus, when selecting sand it must be careful to ensure that the sand consists mostly of medium-sized sand particles (0.15 to 1.0 mm). It also must make sure that the sand selected consists of minimal amounts of silt, clay, very fine sand and gravel. It's worthwhile to prepare and test the various blends of sand and peat that have been chosen to determine if it can achieve the proper water retention and drainage rate from the blend. Once it determined the best blending ratio,

15

routinely monitor the blend for organic matter and particle size to verify consistency. The advantages of constructing a perched water table include: 

greater resistance to compaction



improved aeration, providing air for plant growth



favorable water infiltration and percolation rates



increased effective precipitation rates due to decreased surface run-off



a water supply at an even depth under the entire turf surface.

For a perched water table to work properly the level of the sub grade, drainage and root zone layers must mirror each other across the entire turf surface. If one layer is thinner than another then water logging or dry spots may occur.12

Figure 2 Effect of Incorrect Contour Mirroring on a Perched Water Table

16

The above mentioned article and information prompted the researchers to design and construct a new kind of drainage adopting the concept known as the perched water table or inverted filter design.

Conceptual Framework The conceptual framework adopted for this study is based on Coomb’s System Approach. It is generally consists of input, process, output and feedback. The conceptual framework shows the interrelationship of each other. This will serve as the researchers’ guide in performing the research. First is the input, which includes the identification of the problem, human resources, financial resources, materials and equipments. Second is the process, which represents the overall accomplishment of the system, and it is abstraction from the input in which input resources have been

processed.

The

process

includes

gathering

of

data,

planning,

experimentation, interpretation, design, lay outing and construction. The last is the representation of result or the output, which is the proposed and evaluated drainage design, the Planter Box Drainage. See Figure 3. for the Bio-Ecological Planter Box Drainage Design Conceptual Framework. The feedback shows the relationship of the first frame to the third frame.

17

Identification of the problem Materials Human and Financial Resources Equipment

Planning Experimentation Testing Gathering of Data Interpretation

Bio-Ecological Planter Box Drainage Design

18

Significance of the Study Proper drainage design is significantly important not only in the entire community, to the environment but also to the health and welfare of the society. As a new drainage design the Bio-Ecological Planter Box Drainage, the results of the study would greatly contribute to the solution of today’s problem, the flood it is used to treat, filter and control water flow into the drainage, that will prevent drainage problem and will serve for the long term future. The research will benefit the following: To the Environment, the Bio-Ecological Planter Box Drainage will filter water flow into the drainage that would prevent drainage clogging and would provide and discharge somehow more clean water. To the Local Government, DPWH and other public works will be benefited for having this drainage design which can be adopted and developed to: • Prevent pollution (quality) by purification of the storm water by ecological/biological processes thus reduce the water contamination; • Control flooding (quantity) by attenuation of flood discharge/zero peak flow contribution. • Recharge groundwater by recharging and stabilizing the fluctuation of the water. • Enhance the environment (amenity) • Maintenance is simple and cheap

19

To the Community, the results of this study will be significant to them because aside from it can reduce the amount of urban runoff during heavy rain, systematically, it will prevent drainage problem of the entire drainage system and secure residents health and also they will have: • Visual amenity • Social opportunity for wetland appreciation • Understanding of how drainage works To the students and future researchers, who will be particularly, interested to take and conduct similar study, this research will be useful and serve as their basis of idea and information. To the professors, as a response to their assistance to the researchesr, they will also gain knowledge from the study and will be able to share it to the other students of the college. To the researchers, the study will be significantly important, allowing exposing the researchers to practice and apply knowledge and theory acquired in the field of civil engineering.

Assumption The researchers assumed a drainage design functional enough to minimize the amount of water flowing directly to the affected area with more or less, waste water will be filter to prevent drainage problem. The principles of hydraulics and construction are applicable to attain an economical design. Analysis of theories, ideas and data are needed to make a best improvement.

20

Scope and Limitation of the Study The research study entitled ―Bio-Ecological Planter Box Drainage Design‖ will be a great help to the researchers to explore their field and to have a greater perspective in their future job. This research is pursued by the Civil Engineering student taking up Bachelor of Science in Civil Engineering during the school year 2011-2012 at the University of Rizal System – Morong Rizal. This research is limited for designing and improving drainage system specifically to school and residential areas only. The used of theories, application of ideas, gathered information from technical experts are applicable to this research. The researchers recommend some possible measure to mitigate the problem. This covers only the analysis for the rectangular cross-section of drainage and estimation of materials needed for the project to be built but excluding the construction of the proposed design.

Definition of Terms For better understanding of this study, the researchers hereby presented the following terms which were defined conceptually and operationally. Absorption Rate. The ratio of the weight of water absorbed by a material, to the weight of the dry materials. Bio-Ecological Planter Box Drainage. It is drainage designed to provide sustainable development in urban water resources to prevent flood, water

21

pollution problems, loss of habitat, soil erosion and sedimentation, improve aesthetics of urban environments. Cost-effective. It is efficient enough to attain the desired function of a conventional drainage. Discharge. It is defined conceptually as the volume of water flowing as a section of a water wall. It is usually expressed in cubic feet per second or cubic meter per second. Drain. This refers to the pipe or duct for conveying surface of subsoil water or sewage. Drainage.

Is defined as the means of collecting, transporting and

disposing of surface water originating in or near the right of way, or flowing in stream crossings or bordering the right of way.13 Drainage Area. It is the land area from mean see level to some point on Earth’s surface. Environmental-friendly.

(Also eco-friendly, nature

friendly,

and green) are terms used to refer to goods and services, laws, guidelines and policies claimed to inflict minimal or no harm on the environment. Flood Control. This refers to practice of attempting to prevent or lessen drainage caused by floods especially by the use of dam, levees, dikes and extra outlet by reforestation.14 Overland Flow and Surface Run Off. It defines conceptually as water, which travels over the ground surface to a channel.

22

Rainfall Intensity. The intensity of rainfall is a measure of the amount of rain that falls over time. The intensity of rain is measured in the height of the water layer covering the ground in a period of time. Sample Failure Load. The specified mixtures of samples of pervious concrete that could have the tendency to fail. Slope. This is an inclined line or surfaces. Stormwater. It is water that originates during precipitation events. Velocity. It defines to the rate of change of position of any object. Volume. This refers to the amount of space, measured in cubic units.

23

NOTES 1.

www.water.gov.my/

2.

www.wikepedia.com

3.

www.hammerco.org/drainage.htm

4.

www.philippinesorbust.com/tag/drainage/

5.

findarticles.com/p/news-articles/manilabulletin/mi_7968/is_2011_July_21/dumaguete-city-plagued-floodingdrainage/ai_n57879309/

6.

en.wikipedia.org/wiki/Drainage

7.

en.wikipedia.org/wiki/Drainage_system_(agriculture)

8.

idswater.com/Common/Paper/Paper_179/Stormwater%20Quality%20Doc umentation1.htm

9.

www.epa.gov/owow/NPS/MMGI/Chapter4/ch4-8.html

10.

www.iwaponline.com/wst/03810/wst038100091.htm

11.

Ulang, Ronald Ryan A. (2010). The Effectiveness of Pervious Concrete as Environment-Friendly Paving Material for Sidewalks and Pathways.

12.

www.usga.org/course

13.

www.wikipilipinas.com

14.

www.wikepedia.com

24

Chapter 2 DESIGN METHODOLOGY This chapter presents the research technical design, setting of the study, research instrument, procedure and method of the study, and the project design model.

Research Technical Design For this study, the researchers applied the different theories, method and principle of hydraulics, hydrology, irrigation and watershed management, estimate, steel and concrete design and even soil mechanics in order to come up on the proper drainage design. In connection to this study, the researchers applied the technical developmental type of research. Developmental research design is one in which a researcher purposely and thoroughly manipulates controls one or more independent variables and observes how the dependent variables are affected. It is considered as the most powerful method for establishing cause-and effect relationship.1 The concept is based on perched water table design, using the high absorption and infiltration rate mixture of pervious concrete, cement, water and 3/8 inch gravel layered and then put in together on the drainage basin as the cover. Laying also the other mediums like coconut husk, geotextile, carabao grass and the soil less potting medium to complete the absorption and infiltration rate of the drainage.

25

Modification and changes of the medium used on the design, together with the appropriate thickness, will be after the result test of absorption and infiltration rate of the drainage. Figure 4 shows the flowchart for the study of Bio-Ecological Planter Box Drainage Design. Construction of Drainage Basin.

Preparation of Materials and Instruments Needed

Preparing and Mixing of Proportioned Materials for the Pervious Concrete.

Molding and Curing of Pervious Concrete. If High? Laying of Pervious Concrete together with Geotextile, Coconut husk, Soil, Soil otting Medium and Carabao Grass

Test the Absorption and Infiltration

If

If

If High? Final Testing and Evaluation of the Absorption and Infiltration Rate to the whole

Research Completion

Figure 4 Flowchart of the Study in Bio-Ecological Planter Box Drainage Design

26

Research Instrument In this study, the researchers used recorded data of rainfall intensity classification which includes different categories used as basis for inferences in solving problems especially in determining the volume of precipitation and also recognizing several factors that may affect the structure and features of the design.

Research Procedure or Methods of Design  Conduct of the Study The following were the procedures and method of the study employed by the researchers. This showed the planning and scheduling of activities using a Gantt chart. It was a timetable of every activity that will take place during the study 2. See Appendix A for Gantt Chart of Activities. The research was formally started on the 3rd week of October for the conceptualization of the research title that would best solution for today’s problem to global warming or climate changing and environmental-friendly one. After the approval of the title of the research, entitled ―Planter Box Drainage Design‖ on the 4th week of October, the researchers asked for a thesis adviser, critic reader, expert and panel chairman that would best give the researchers good advice and suggestions during 2nd week of November. Without any time wasting, the researchers started conducting research, searching for articles, and related literatures about drainage designs. After

27

providing the appropriate articles, it then followed the construction of needed data in Chapter 1 & 2, consulted to the researcher’s adviser and then passed it to the researcher’s research instructor for checking. Revision of both chapters wee made right after. 4th week of March when the researchers conducted their colloquium. Then right after the vacation, as the second semester started, 1st week of June was for the revision of Chapter 1 & 2. After finalizing the two chapters, the researchers focused on the development of Bio-Ecological Planter Box Drainage model, preparing samples of pervious concrete and taking the one with high absorption rate, selecting and taking appropriate soil for layering, adding of grass for turfing at the top and last is the testing of the whole planter box drainage model for the final absorption rate test. The researchers recorded and tabulated the data gathered from the conducted experiments and finalized Chapter 3 & 4 in preparation for final defense.

 Conduct of Experiment The steps done during the entire preparation of the drainage design model are as follows: For this study, the first thing that the researchers do is the preparation of materials needed for bio-ecological planter box drainage design. This comprises the cement, water, 3/8 inch gravel, for the pervious concrete, the equipment used, and the medium for the alternative drainage cover.

28

Figure 5 Materials Needed for Making the Pervious Concrete Samples and Drainage Basin.

29

GEOTEXTILE

COCONUT HUSK

SOI L

SOIL LESS POTTING MEDIUM

CARABAO GRASS

Figure 6 Materials for the Drainage Cover

30

Second, is the construction of the drainage basin according to the design dimension of the researchers.

Figure 7 Construction of drainage basin

31

Third, is the preparation of pervious concrete.

After determining the

appropriate mixture for pervious concrete through conducting trials of absorption and infiltration on samples of it, then it is now ready to mix the proportioned and weighted materials (cement, gravel and water). Then after a thorough mixing, prepare the mixture for moulding and curing.

Figure 8 Pervious Concrete Samples

32

Figure 9 Preparation of Pervious

Figure 10 Mixing of Pervious Concrete

Figure 11 Moulding and Preparing for Curing

33

The third step is the testing of absorption and infiltration rate of the finish pervious concrte together with the other design mediums ( geotextile, coconut husk, soil and the soi less potting medium).

34

Figure 12 Testing the Absorption and Infiltration Rate After testing the absorption and infiltration rate of the pervious concrete together with the layered mediums, then finally add the turfing grass on the upper most layer of the design and wait for about two weeks for the grass to grow and hold the roots in the soil.

35

Figure 13 Laying of Grass Turf The next step is the final evaluation of whole drainage design by testing the absorption and infiltration rate in this kind of mediums considering also each thickness layer.

Figure 14 Final Testing of Absorption and Infiltration Rate Finally, the result of the test and evaluation made by the researchers was made the design final and used in preparation for the final presentation of the bio-ecological planter box drainage design.

36

Figure 15 Evaluated and Tested Bio-Ecological Planter Box Drainage Design Project Design Models (Equation and Mathematical Models) For the new drainage design, the researchers used the different models and equation from the technical books like Hydraulics, Hydrology, Steel and Reinforced Concrete Design, Irrigation and Watershed Management and Soil Mechanics books in the calculation of the design drainage. Also to determine the total volume of the design drainage can carry. The three main variables are the discharge, area and mean velocity of the water; current velocity can be calculated by Manning’s Equation that is best applied to the solutions of the channel flow. For the computation of the square section of the drainage used, compute the area the researcher applied the formula from Hydraulics, the most efficient section which is applicable to the design properly. For the computation of volume of the water the rain produces, rainfall intensity data from PAGASA and other legal government units are needed for this study. To determine the volume of precipitation that the drainage will carry multiply the areas of lot concerned by the rainfall intensity.

37

For the design of slab of the drainage, the researchers adopted the principles for one way slab. Engineering design defends on formulas provided in the code. The design was not being called design if the formulas never exist in the study of Engineering. The following formulas were derived to guide the researchers in the analysis for the design of the drainage. 1 Determining of Discharge:

Where: Q = is the discharge in m3/s or ft3/s A = is the cross-sectional area of the flow in m2 or ft2 V = mean velocity of flow in m/s or ft/s

Determining the Absorption Rate:

Where: Ar = is the absorption rate h = is the height of water t = time Determining the Drainage Actual Water Capacity:

Where: Q = is the drainage water capacity

38

Ac = is the cover area of drainage Ar = is the absorption rate

Determining the Volume of Precipitation:

NOTES 1.

en.wikipedia.org/wiki

2.

Microsoft Office Project 2007

39

Chapter 3 PRESENTATION, ANALYSIS AND DESIGN RESULT

This chapter presents the findings of the study. It includes the Project Design and Computations, Design Result and Analysis and Interpretation of Result. Tables, Figures and Design Computations will be presented with the accompanying textual presentation that gives the information and analysis of data presented.

Project Design Computations The

project

design

includes

application

of

pervious

concrete,

determination of the design section of the drainage, calculation of the total land area and drainage cover area, calculation for the actual capacity of the drainage cover, determining the volume of precipitation, design of reinforced concrete slab and the design results.

Application of Pervious Concrete This section shows the conventional concrete mix proportions, crosssection of pervious concrete used in drainage sample, and pervious concrete sample failure load (KN) tested by UTM. Ratios of cement, fine and coarse aggregate are the common method of expressing the proportion of ingredients of concrete mixture. For example, the conventional mixture shows a concrete mix proportion 1:2:4 means that for every part of cement used in the mixture, a corresponding two parts fine aggregate and

40

four parts coarse aggregates should also be added. But for the applying the proportions developed by the researcher of the pervious concrete, as they treated this as a special type of concrete (pervious concrete) with no sand as fine aggregate and only use 3/8‖ in pea size of coarse aggregate and certain amount of cement, we come up to use the pervious concrete mix proportioned by conventional method. Table 1 Pervious Concrete Mix Proportioned by Conventional Method MIXTURE CEMENT (40 KG/ BAG) GRAVEL (cu.m.)

CLASS A

1: 4 1/3

1

4 1/3 box

B

1: 4 ½

1

4 1/2box

Table 1 shows the pervious concrete mix proportioned by mass and it explained that for every part of cement used in the mixture, a corresponding four and one third parts to four and a half coarse aggregate should also be added. The water cement ratio is usually expressed in mass. The cement and aggregate ratio are still the same, the amount of the cement is changed and corresponding amount of aggregate follows. Table 2 Pervious Concrete Mix Proportioned by Mass (kg/m3) MATERIAL

MIX 1

MIX 2

MIX 3

MIX 4

Cement (kg/m3)

356

360

362

366

Coarse Aggregate, 3/8‖ (kg/m3)

1547

1560

1573

1587

Water (kg/m3)

96

97

96

101

w/cm

0.27

0.27

0.27

0.28

41

Table 2 explained that the mixture of pervious concrete is in mass (kg) and for every 1 cubic meter of pervious concrete it should have a 360 kg of cement plus 1547 kg of 3/8 (inch) pea size gravel and 96 kg of water. The table 3 shows the pervious concrete sample failure load in Kilo Newton (KN) tested by the Universal Testing Machine (UTM).

DAYS

Table 3 Pervious Concrete Sample Failure Load (KN) MIX 1 MIX 2 MIX 3

MIX 4

7

-

-

-

200

14

173

222

150

-

28

205

335

110

295

The figure below shows the detail of said sample of pervious concrete.

Figure 16 Pervious Concrete

42

The estimated cement water and aggregates for the sample of pervious concrete are shown below. For Cement (Class A Mixture)

TOTAL VOLUME = 0.38 m x 1.2 m x 0.08 m = 0.0365 m 3 = 1.2885ft3

(1.2885 ft3) = 11.894Kg

Cement used = For Gravel;

Gravel used = total volume = 0.35 m x 1.2 m x 0.08 m = 0.0365 m3 = 1.2885 ft3

For Water;

x 0.0365 m3 = 3.504 Kg.

Water used = =

⁄

= 3.504 x 10-3 m3 x

= 3.504 liters of water

Summary; Cement = 11.894 Kg 3/8‖ Gravel = 1.2885 ft3 Water = 3.504 Kg (mass) = 3.504 liters (volume)

43

Determination of the Design Section of the Drainage The researcher provides the design section of the Bio-Ecological Planter Box Drainage Design which can suit to the discharge capacity of the drainage cover. Grass Turfing Soil Less Potting Medium Soil Coconut Husk Geotextile / Used Clothes Pervious Concrete

Figure 17 Bio-Ecological Planter Box Drainage The top cover area of the Planter Box Drainage Design with a sample width (0.35m) and length (L) will used in determining the discharge capacity of the drainage cover. The analysis of the velocity on common drainage refers to the total distance traveled over the period of time. This by applying the concept of Dr. Apostol an expert on the water studies. Determining the velocity of water through a simple experiment by putting the small piece of paper on the drainage and then record the time such paper passes over the length of the drainage. But the researchers conduct the special type of drainage (Planter Box Drainage Design)

44

which has its critical velocity or absorption rate flows on its drainage cover (pervious concrete with soil and plants). For further understanding, the researcher conducted the experiments on calculating the absorption rate of the drainage cover with respect to the different mediums and its thickness.

Figure 18 Cylindrical Sample

Below are the procedures of the experiment 1. Make a sample cover of the planter box drainage design. 2. Calculate the volume of water to use in attaining the water height of 0.1 m. 3. Pour the water to the sample cover and record the time it will take for the water to have a zero value of height (H).

45

4. Repeat steps 2 and 3 up to five trials. 5. Calculate the average velocity. Table 4 Trials for Absorption Rate Trials

Height of water

Time(s)

Rate(m/s)

1

0.010 m

9.36

0.001068

2

0.010 m

9.12

0.001096

3

0.010 m

9.40

0.001064

4

0.010 m

9.45

0.001058

5

0.010 m

9.34

0.001071

Trial 1 comes up with a rate of 0.001068m/sec by dividing the measured 0.01m height to the conducted time measured 9.36sec. Trial 2 comes up with a rate of 0.001096m/sec by dividing the measured 0.01m height and the conducted time measured 9.12sec. Trial 3 comes up with a rate of 0.001064m/sec by dividing the measured 0.01m height and the conducted time measured 9.40sec. Trial 4 comes up with a rate of 0.001058m/sec by dividing the measured 0.01m height and the conducted time measured 9.45sec. Trial 5 comes up with a rate of 0.00107m/sec by dividing the measured 0.01m height and the conducted time measured 9.34sec. After accomplishing the trial and errors for the absorption rate, the researchers compute the average rate with respect to the five trials and use the computed average as the top cover absorption rate of the Planter Box Drainage

46

Design. From the computation done by the researchers, the computed mean absorption rate is 0.0010714m/sec.

Calculate the Total Land Area and Drainage Cover Area The total land area refers to the areas of lots concerned for the purpose of calculating the volume of precipitation while drainage cover area is for computing the cover’s capacity and their comparison. The researchers provide sample areas as shown in the table. Table 5 Average Land Area and Drainage Cover Area

Classification

Average Lot Area

Drainage Width

Drainage Length

Total Drainage Cover Area

Residential

400 sq.m

0.35 m

10 m

3.5 sq.m

School

5,000 sq.m

0.4 m

25 m

10.0 sq.m

Barangay

500,000 sq.m

0.5 m

750 m

375 sq.m

Table 5 shows the average lot area in each different classification with the specified drainage cover area. Average lot area is specified by the researchers as assumed to be the average in different classifications. The total drainage cover areas were computed by multiplying the width of the drainage to its actual length.

47

Calculate for the Actual Capacity of the drainage cover The researchers calculated the actual capacity of the drainage cover design by using same formula from hydraulics and fluid mechanics. Thus, to determine the capacity (Q), it will be equal to the product of the mean Absorption rate (Ar) and top cover area (Ac). Using this formula, the researchers can now compute for the discharge capacity of the drainage cover design. The average Absorption rate (Ar) was calculated through the experiment of the researchers which happens to be equal to 0.0010714m/sec. The area of the top cover drainage design (see Figure 16) on the other hand was determined through direct measurements that have a width of 0.35 m with the drainage length (L), the drainage cover area will then be equal to 0.35 x L (m 2) for residential and so on. For Residential

For School

Q = Ac Ar

Q = Ac Ar

Q = 0.35m (10m) (0.0010714m/sec) Q=0.40m(25m)(0.0010714m/sec) Q = 0.00375m3/s

Q = 0.010714m3/s

For Barangay Q = Ac Ar Q = 0.50m (750m) (0.0010714m/sec)

Q = 0.401775m3/s

Therefore the amount of the discharge that the planter box drainage design can hold is 0.00375m3/s for residential area, 0.010714m3/s for school

48

area, and 0.401775m3/s for barangay. This magnitude will serve as reference to see if the drainage could carry the volume of precipitation in particular areas. If the computed actual discharge of the drainage cover is lower than the volume of precipitation in different classification, the drainage needs to have improvement.

Determining the Volume of Precipitation In determining intensity duration of the rainfall and frequency data the researchers gathered data from the Philippine Atmospherical Geophysical Astronomical and Service Administration (PAGASA). The said office conducted studies about the classification of rainfall intensity in specified time as shown in the table below.

Table 6 Rainfall Intensity Classification Category

6-Hour

12-Hour

24-Hour

Light

<15mm

<30mm

<60mm

15 – 45mm

30 - 90mm

60 - 180mm

>45mm

>90mm

>180mm

Moderate Heavy

The table shows the classification of a different rainfall intensity based on PAGASA.

49

Table 7 Equivalent Average Intensity (mm/Hr) Of Computed Extreme Values Category

Light

Moderate

Heavy

Intensity

<2.5

2.5-7.5

>7.5

This table shows the corresponding Intensity in mm/hr of rainfall classifications. Light rain comes up with the intensity of 2.5 mm/hr by dividing 15mm to corresponding 6hrs. Moderate rain comes up with the intensity of 2.57.5 mm/hr by dividing 15-45 mm to corresponding 6hrs. Heavy rain comes up with the intensity of 7.5mm/hr by dividing 45mm to corresponding 6hrs. To determine the volume of precipitation the researchers used the illustrated data. The table contains rainfall intensity in every gauging period and also the projected time (return period) when rain intensity is in different category. For further understanding the researchers computed the volume of precipitation in different land classification as shown in the table below.

Table 8 Comparison of Volume of Precipitation to the Actual Discharge of Drainage Cover Category

Light

Moderate

Heavy

Actual Discharge

Residential

0.000267 m3/s

0.00056 m3/s

0.000844 m3/s

0.00375 m3/s

School

0.00333 m3/s

0.006944 m3/s

0.01056 m3/s

0.010714 m3/s

0.333 m3/s

0.694 m3/s

1.0556 m3/s

0.401775 m3/s

Barangay

50

Therefore the drainage design is applicable in residential and school area since the resulted volume of precipitation which classified as light, moderate and heavy rain are less than its actual capacity. But for barangay area, the drainage failed to hold the heavy and moderate rainfall intensity, therefore the drainage needs to have improvement for this area since it could only holds light rainfall intensity. See computations below.

Computing the volume of precipitation in residential; 1. Vp(light rain) = Rainfall Intensity (light rain) x Land Area = (2.4mm/hr x 1m/1000mm x 1hr/3600sec) x 400 sq.m Vp(light rain) = 0.0002667 m3/s 2. Vp(moderate rain) = Rainfall Intensity (moderate rain) x Land Area = (5.0 mm/hr x 1m/1000mm x 1hr/3600sec) x 400 sq.m Vp(moderate rain) = 0.0005556 m3/s 3. Vp(heavy rain) = Rainfall Intensity (heavy rain) x Land Area = (7.6 mm/hr x 1m/1000mm x 1hr/3600sec) x 400 sq.m Vp(heavy rain) = 0.000844 m3/s

Computing the volume of precipitation in schools; 1. Vp(light rain) = Rainfall Intensity (light rain) x Land Area = (2.4mm/hr x 1m/1000mm x 1hr/3600sec) x 5,000 sq.m Vp(light rain) = 0.00333 m3/s 2. Vp(moderate rain) = Rainfall Intensity (moderate rain) x Land Area = (5.0 mm/hr x 1m/1000mm x 1hr/3600sec) x 5,000 sq.m

51

Vp(moderate rain) = 0.006944 m3/s 3. Vp(heavy rain) = Rainfall Intensity (heavy rain) x Land Area = (7.6 mm/hr x 1m/1000mm x 1hr/3600sec) x 5,000 sq.m Vp(heavy rain) = 0.01056 m3/s

Computing the volume of precipitation in Barangay; 1. Vp(light rain) = Rainfall Intensity (light) x Land Area = (2.4 mm/hr x 1m/1000mm x 1hr/3600sec) x 500,000 sq.m Vp(light rain) = 0.333 m3/s 2. Vp(moderate rain) = Rainfall Intensity (moderate) x Land Area = (5 mm/hr x 1m/1000mm x 1hr/3600sec) x 500,000 sq.m Vp(moderate rain) = 0.694 m3/s 3. Vp(heavy rain) = Rainfall Intensity (heavy rain) x Land Area = (7.6 mm/hr x 1m/1000mm x 1hr/3600sec) x 500,000 sq.m Vp(heavy rain) = 1.0556 m3/s

Design of Reinforced Concrete Slab In designing of slab, the researchers adopted the design of reinforced concrete one way slab through satisfying its condition (the ratio of short span to long span which is less than 0.5). The researchers 80mm thick and used section 7.6.5(ACI Code 388-77) says ―In wall and slabs other than concrete joist construction, primarily flexural reinforcement shall not be spaced farther apart than 3 times the wall/slab thickness, nor 18 in.‖ The reinforcement is summarized in the table below.

52

Table 9 Schedule of Reinforcement for Slab Description Thickness

Slab

80mm

Dimension

Location

Short Span

Long Span

12mm dia @ 240mm

-

0.5m x 1.2m

Bottom Bars Top Bars

-

10mm dia @ 240mm

Estimate of Costs In accordance to the book Simplified Construction Estimate published by Max B. Fajardo Jr., one method in proportioning the concrete into its components is called the Volume Method. It is the most common and convenient method that had been practiced in estimating then cost of concrete construction. The table below is vital in estimating concrete proportion by using volume method. Table 10 Concrete Proportions Cement Class

Sand

Gravel

Mixture 40kg/bag

50kg/bag

cu.m

cu.m

AA

1:1½:3

12.0

9.5

0.50

1.0

A

1:2:4

9.0

7.0

0.50

1.0

B

1:2½:5

7.5

6.0

0.50

1.0

C

1:3:6

6.0

5.0

0.50

1.0

53

By following the procedures in Volume Method, the researchers needed to calculate the total volume of concrete used. To do so, they determined the total length of the drainage, the cross-sectional width and thickness of the cover. The volume of concrete subtracted by the volume of reinforcement assumed to be 25% of the volume of concrete computed will show the way to the gross volume of concrete. Setting for a 40 kg bag of cement, the researchers used table 10 to determine the multiplier needed for calculating the fractions of cement, sand, and gravel. After determining the amount or quantity of each material used, the researchers determined the cost of each quantities. The proceeding table presents the cost of the materials used in the construction of drainage system. To be able to estimate the total costs of each material, the researchers multiply the total quantity of materials to their corresponding costs; the results were tabulated as follows: Table 11 Material Cost for Conventional Drainage Materials

Unit

Qty.

Price

Cost

Cement (PORTLAND)

1 bag

1.762 bags

230.00

405.26

Gravel

1 cu.m

0.098 cu.m

700.00

68.60

Sand

1 cu.m

0.196 cu.m

650.00

127.40

G.I. (tie wire)

1 kilo

0.032

80.00

2.56

12mmØ

1 piece

1.8

180.00

324.00

10mmØ

1 piece 2 128.00 Total Cost = Php. 1183.82

256.00

54

Table 12 Material Cost for Bio-Ecological Planter Box Drainage Materials

Unit

Qty.

Price

Cost

Cement (PORTLAND)

1 bag

1.3302 bags

230.00

305.946

Gravel

1 cu.m

0.0739 cu.m

700.00

51.73

Sand

1 cu.m

0.1478 cu.m

650.00

96.07

10mmØ

1 piece

1.4 pcs

128.00

179.20

12mmØ

1 piece

1.4 pcs

180.00

252.00

Cement

1 kg

10.955 Kg

7.00

76.685

3/8 Gravel

1 balde(1 ft3)

1.1867 ft3

40.00

47.468

Geotextile / Used Clothes

1 m2

0.456 m2

40.00

18.24

Total Cost = Php. 1027.339

Planter Box Drainage Design costs Php. 1027.339 which is less than the cost of Conventional Drainage Design, Php.1,183.82. This means that it is more economical to construct the Bio-Ecological Planter Box Drainage.

55

Chapter 4 SUMMARY OF DESIGN RESULT, CONCLUSION AND RECOMMENDATIONS This chapter includes the summary of design result, conclusions and recommendations.

Summary of Design Result Based from the results of analysis and computations done for the design of the drainage, the following findings were finalized and adopted: 1. The most effective mix proportion of the pervious concrete applicable for Bio-Ecological Planter Box Drainage Design, considering 0.38 m width, 120 m length and 0.08 m thick is composed of 11.894 kg of cement, 1.2885

of 3/8‖ gravel and 3.504 kg or 3.504 liter of water.

2. Bio-Ecological Planter Box Drainage Design could give a mean absorption rate of 0.0010714m/s and the amount of discharge of the drainage cover design which is applicable for residential and school area can hold a volume of precipitation of 0.00375m3/s and 0.010714m3/s respectively. 3. Based on the design adopted by the researchers, the estimated value of the Bio-Ecological Planter Box Drainage Design cost P1027.339, sufficiently enough to consider its cost-effectiveness comparing to the conventional drainage design.

56

Conclusions After the Analysis, Computations and Findings, the researchers came up with the following conclusions: 1. Pervious Concrete and its effective proportion can be utilized to design a Bio-Ecological Planter Box Drainage Design that is viable for the water quantity and quality treatment. 2. The drainage design is limited only to the expected volume of discharge water in residential and school area. 3. The Bio-Ecological Planter Box Drainage Design adopted an integrated approach to obtain both practical and cost effective solutions to minimize the impact of urbanization on the environment.

Recommendations 1. Bio-Ecological Planter Box Drainage Design may be utilized in residential and school areas. 2. Further study may be made on the proper mixture of pervious concrete and design thickness of mediums as well. 3. Other alternative and indigenous materials should be scrupulously studied in Bio-Ecological Planter Box Drainage Design to provide a much more economical cost. 4. Further improvement of the design and providing alternative cover plants/grass turf should be conducted to make it utilize not only for residential and school areas but also for barangay areas.

57 BIBLIOGRAPHY

A. BOOKS American Concrete Institute (ACI) Besavilla, Venacio I., Jr., Reinforced Concrete Design, Cebu City, Philippines., VIB Publisher, 2009 Building Code Requirements for Reinforced concrete (ACI 318-77) Max B. Fajardo, Jr. Simplified Construction and Estimate Edition 2000

Ulang, Ronald Ryan A. (2010). The Effectiveness of Pervious Concrete as Environment-Friendly Paving Material for Sidewalks and Pathways. Vicente A. Tagayun Estimating Bill of Materials 2002 B. ELECTRONIC ENCYCLOPEDIA Microsoft ® Encarta ® 2007 © 1993-2006 Microsoft Corporation. Ultimate

C. INTERNET

www.yahoo.com/perviousconcrete www.progressiveconcrete.com www.youtube.com/perviousconcrete www.perviouspavement.org www.drainscape.com www.nrmca.org www.wikipedia.org/wiki/Drainage_system www.idswater.com/Common/Paper/Stormwater www.wikipilipinas.com

Britannica 2008

58

APPENDIX A

59 Gantt Chart

APPENDIX B

60 Letters

61

62

63

64

APPENDIX C

65

Design Computations Hydraulics Absorption rate in each trial Ar (1) = 0.010/9.36 = 0.001068 Ar (2) = 0.010/9.12 = 0.001096 Ar (3) = 0.010/9.40 = 0.001064 Ar (4) = 0.010/9.45 = 0.001058 Ar (5) = 0.010/9.34 = 0.001071 Ar (average) = (0.001068+0.001096+0.001064+0.001058+0.001071)/5 = 0.0010714 m/s Design of Slab For Ec: Ec Ec For n: n n

= Wc(1.5)(0.043) = (2400)(1.5)(0.043) = 23,168.34 MPa

= = = 8.68 say 9

For fc: fc = 0.45fc’ = 0.45(21) fc = 9.45MPa For fs: fs = 0.60fy = 0.60(275) fs = 165MPa For k: k

k For j: j J For R:

= = = 0.340 =1=1– = 0.887

66

R R

= ½ fc k j =½(9.45)(0.340)(0.887) =1.425MPa

a.) Minimum required depth (Both end continuous) L = 1200mm tmin = L/28 = 42.85714286 mm TRY: d = 80mm Dead Load: Live Load: Waterproofing:

0.08(2400)(9.81) 2.4 kPa 1.2 kPa W Consider 1m Strip = W

= = = = =

1883.52 2400 1200 5483.52 5483.52

b.) Moment: M = WL2/12 (Continuous Beam) M = 658022.4N.m d = (M/Rb)^1/2 = 21.49mm < 80mm (o.k.) d = 80 mm c.) Steel Requirement As = M/fsjd = 56.20088142 mm2 No. of Steel Bars Needed = 1000/S Using 12mm Ǿ bars 1000/S x P*122/4 = 56.2mm2 S = 2012.38125mm Smax = 3(80) = 240mm Use 12mm Ǿ bars spaced @ 240mm O.C. Check for Shearing Stress : V V

= ( WL/2) - Wd = (5483.52*1.2/2) - (5483.52*0.08) = 2851.4304N v = V/ bd 0.036 < 0.4 MPa (safe)

Check for Bond Stress: M

M M Temperature Bars:

= v/So jd So = (1000*p*12)/240 So = 157.08 = 3290.112/(157.08*0.887*80) = 0.295 < 1.4MPa (safe)

67

As As As

= 0.002bt = 0.002(1000)(80) = 160mm2 Using 10mm bar Ǿ S = 490.875mm Smax = 3(80) = 240mm

Use 10mm Ǿ temp. bars @ 240mm O.C.

Estimated Material Cost for Concrete by Volume Method (Conventional Drainage) a) Top Slab t = 0.08m ; L = 1.2 ; V1 = 0.08(1.2)(0.5) V1 = 0.048m3

w = 0.5m

b) Rectangular Section b = 0.08m ; y = 0.6m ; A = 0.08(0.6)(2) + 0.08(0.34) = 0.1232 V2 = 0.1232(1.2) V2 = 0.1478m3 For 12mm diameter RSB a.

slab W / s = 0.5 / 0.24 = 2.08 + 1 = 3 pcs W / s = 0.5 / 0.24 = 2.08 + 1 = 3 pcs

b.

wall W / s = 0.6 / 0.3 = 2 x 2sides = 4 pcs total =3 + 3 + 4 = 10 pcs L = 10 pcs x 1.2m = 12m Use 12m length of 10m diam RSB

For 10mm diameter RSB

L = 1.2m

68

a.

slab W / s = 1.2 / 0.24 = 5 + 1 = 6 pcs W / s = 1.2 / 0.24 = 5 + 1 = 6 pcs Total = 6 + 6 = 12 pcs L = 12pcs x 0.5m = 6m

b.

wall W / s = 1.2 / 0.3 = 4 = 4 x 2sides = 8 pcs = 8 pcs x 0.6m = 4.8m Total = 6m + 4.8m = 10.8m Use 10.8m length of 10mm RSB

(Note: use 6 Length RSB) For 12mm diameter RSB For 10mm diameter RSB)

= = = =

12m / 6m 2 pcs 10.8 / 6m 1.8 pcs

Total Volume VT = V1 + V2 = 0.048m3 + 0.1478m3 VT = 0.1958 m3 See Table 10 and by volume method using 40kg/bag of Portland cement using Class ―A‖ 1 : 2 : 4 Cement: Sand: Gravel:

0.1958 x 9.0 = 1.762 bags 0.1958 x 0.5 = 0.098 cu.m 0.1958 x 1 = 0.196 cu.m (See Table 11)

Estimated Material Cost for Concrete by Volume Method (Bio-Ecological Planter Box Drainage) a. Pervious Concrete Cement = 10.955 Kg 3/8‖ Gravel = 1.1867 ft3 Water = 3.2256 Kg (mass) = 3.2256 liters (volume)

b.) Rectangular Section

69

b = 0.08m ; y = 0.6m ; A = 0.08(0.6)(2) + 0.08(0.34) = 0.1232 V1 = 0.1232(1.2) V1 = 0.1478m3

L = 1.2m

For 12mm diameter RSB b.

slab W / s = 0.5 / 0.24 = 2.08 + 1 = 3 pcs wall W / s = 0.6 / 0.3 = 2 x 2sides = 4 pcs total = 3 + 4 = 7 pcs L = 7 pcs x 1.2m = 8.4m Use 8.4m length of 12m diam RSB

For 10mm diameter RSB b.

slab W / s = 1.2 / 0.24 = 5 + 1 = 6 pcs wall W / s = 1.2 / 0.3 = 4 = 4 x 2sides = 8 pcs = (6 pcs + 8 pcs) x 0.6m = 8.4m Use 8.4m length of 10mm RSB

(`Note: use 6 Length RSB) For 12mm diameter RSB For 10mm diameter RSB)

= = = =

8.4m / 6m 1.4 pcs 8.4 / 6m 1.4 pcs

Total Volume VT = V 1 VT = 0.1478 m3 See table 10 and by volume method using 40kg/bag of Portland cement using Class ―A‖ 1 : 2 : 4 Cement: Sand: Gravel:

0.1478 x 9.0 = 1.3302 bags 0.1478 x 0.5 = 0.0739 cu.m 0.1478 x 1 = 0.1478 cu.m (See Table 12)

70

10mm Ø spaced @ 300mm

0.220m

12mm Ø spaced @ 240mm

0.600m

0.355m 10mm Ø spaced @ 240mm

0.025m

Figure 19 Details for Bio-Ecological Planter Box Drainage

71

Figure 20 Front View of Bio-Ecological Planter Box Drainage

`

Figure 21 Top View of Bio-Ecological Planter Box Drainage

APPENDIX D Picture Documentation

72

MANUSCRIPT MANUSCRIPT MAKING MAKING

73

74

ACTUAL THESIS MAKING

75

FINAL DEFENSE

76

CURRICULUM VITAE PERSONAL DATA

77 Name

:

JERRY LYN GOMEZ DE GRACIA

Date of Birth :

OCTOBER 20, 1991

Place of Birth :

BINANGONAN RIZAL

Address

:

228 NATIONAL ROAD BILIBIRAN BINANGONAN RIZAL

Telephone

:

213-4138

Email

:

[email protected]

Civil Status

:

SINGLE

Religion

:

PROTESTANT - METHODIST

Mother

:

DOLORES GOMEZ DE GRACIA

Father

:

JERRY DE TORRES DE GRACIA SR.(†)

Educational Background: LEVEL

SCHOOL

YEAR ATTENDED

Elementary

:

BILIBIRAN ELEMENTARY SCHOOL Bilibiran Binangonan Rizal

(1997-2003)

Secondary

:

DON JOSE M. YNARES MEMORIAL NATIONAL HIGH SCHOOL San Carlos Binangonan Rizal

(2003-2007)

Tertiary

:

UNIVERSITY OF RIZAL SYSTEM Morong, Rizal

(2007-PRESENT)

Organization: PHILIPPINE INSTITUTE OF CIVIL ENGINEERS UNIVERSITY OF RIZAL SYSTEM STUDENT CHAPTER (PICE-URS-SC) Board Member Member Peace Officer

2009 - 2010 2007– Present 2011– Present

FUTURE’S ENGINEERS CLUB Member

2007– Present

STUDENT RESEACHERS ORGANIZATION Member

2011– Present

78 Seminars and Training Attended: 6th National CE TALK 2011 UP, Diliman Quezon City July 23, 2011 Work Attitude Seminar Workshop 2011 AVEC, University of Rizal System – Morong April 7, 2011 Career Orientation Program EARTS, University of Rizal System - Morong November 18, 2011 On Job Training: LRM Construction Lot 1 Block 5 Phase 1, Grandvalley Subdivision Angono, Rizal April 02 – May 28, 2011 Cost Engineer Estimator AutoCAD Operator Encoder Portal Assistant

____________________________ JERRY LYN G. DE GRACIA

CURRICULUM VITAE PERSONAL DATA

79 Name

:

MARK SYMON DIMALALUAN DELA CRUZ

Date of Birth :

NOVEMBER 11, 1990

Place of Birth :

BINANGONAN, RIZAL

Address

:

J. SUMULONG ST. SAUDI VILLAGE LUNSAD, BINANGONAN, RIZAL

Mobile

:

+639064598860

Email

:

[email protected]

Civil Status

:

SINGLE

Religion

:

ROMAN CATHOLIC

Mother

:

RESTY DIMALALUAN DELA CRUZ

Father

:

DOMINGO AGRAVIO DELA CRUZ

Educational Background LEVEL

SCHOOL

YEAR ATTENDED

Elementary

:

LUNSAD ELEMENTARY SCHOOL Lunsad Binangonan, Rizal

(1997-2003)

Secondary

:

BINANGONAN CATHOLIC COLLEGE Libis Binangonan, Rizal

(2003-2007)

Tertiary

:

UNIVERSITY OF RIZAL SYSTEM Morong, Rizal

(2007-2012)

Organizational Affiliated: PHILIPPINE INSTITUTE OF CIVIL ENGINEERS UNIVERSITY OF RIZAL SYSTEM STUDENT CHAPTER (PICE-URS-SC) Board Member Member Business Manager

2009 – 2010 2007– Present 2011– Present

FUTURE’S ENGINEERS CLUB 5th Year Representative Member

2011– Present 2007– Present

STUDENT RESEACHERS ORGANIZATION President

2011– Present

80 URSM COLLEGE ENGLISH CLUB 2nd Year Representative

2008 – 2009

NATIONAL SERVICE TRAINING PROGRAM (NSTP) – CWTS Vice President

2007 – 2008

SANGGUNIAANG KABATAAN KAGAWAD

2007 – 2010

CHILDREN AND YOUTH IN ACTION FOR SUSTAINABLE FUTURE (CYASF) AREA ANIMATOR

2007– Present

Achievements: President Gloria Macapagal – Arroyo Award for Outstanding Achievement in Technology and Entrepreneurship Seminars and Training Attended: Career Orientation Program EARTS, University of Rizal System - Morong November 18, 2011 6th National CE TALK 2011 UP, Diliman Quezon City July 23, 2011 Work Attitude Seminar Workshop 2011 AVEC, University of Rizal System – Morong April 7, 2011 A Phenomenological Reflection by Dr. Mina M. Ramirez on the Vanishing Youth and the Philippine Reality: Some Insights into the Meaning and Significance of Youth Participation towards Social Transformation. Bay View Park Hotel, Manila February 5, 2011 Paglilinang ng Kasanayan sa Mapaglingkod na Pamumuno CSBCom - CYASF Ecological Resource and Training Center San Juan Ext.,Brgy. Darangan, Binangonan Rizal August 28 – 29, 2010 YOUTH IN ACTION FOR SUSTAINABLE FUTURE: Upholding Human Dignity and the Integrity of Creation (with Preferential Option for the Poor) Francis Senden Memorial Hall, Asian Social Institute 15188 Leon Guinto St., Malate, Manila May 19, 2010

81 8th youth for Environmental Summer Camp and Training Teacher’s Camp, Baguio City April 20 – 24, 2010 Binangonan Sangguniang Kabataan Leadership Camp Pranjetto Hills, Tanay, Rizal June 5 – 6, 2009 Integrated Sangguniang Kabataan (Sk) Orientation Leadership and Reorganization – Basic Orientation Seminar (ISKOLAR - BOS) GMD, Compound Brgy. Batingan, Binangonan, Rizal June 6, 2008 PHOTOVOICE Project for Community Youth Brgy. Dalig, Cardona, Rizal September – October, 2008 Holistic Environmental Education (Module 1 and 2 Integrity of Creation and Personhood) Avelina’s Lakeview Resort Brgy. Dalig Cardona, Rizal March 8 – 9, 2008 Holistic Environmental Education (Module 3, 4, 5 and Basic Ecology) Villa Mari Resort, Baltao Subdivision Brgy. Sta Cruz, Taktak Road, Antipolo City May 7 – 9, 2008 Holistic Environmental Education (Module 6, 7 and R.A. 9003, The Ecological Solid Waste Management Act of 2000) Villa Mari Resort, Baltao Subdivision Brgy. Sta Cruz, Taktak Road, Antipolo City June 14 - 15, 2008 Holistic Environmental Education (Module 8: Water for Life and R.A. 9275, Philippine Clean Water Act of 2004) San Francisco Parish School Pauna St., Brgy. Del Remedio, Cardona, Rizal August 10, 2008

Holistic Environmental Education (Module 9: Community Trees for Life and Tree Planting Activity) Eve’s Hill Resort Brgy. Calahan, Cardona, Rizal October 12, 2008

82 On the Job Training: LRM Construction Lot 1 Block 5 Phase 1, Grandvalley Subdivision Angono, Rizal April 02 – May 31, 2011 Quality Engineer Estimator Material Coordinator Assistant AutoCAD Operator

___________________________ MARK SYMON D. DELA CRUZ

CURRICULUM VITAE PERSONAL DATA

83 Name

:

LIZA MIA VILDOSOLA DIAMANTE

Date of Birth :

MAY 26, 1990

Place of Birth :

MANILA

Address

:

P5 BRGY. SAN ISIDRO TAYTAY, RIZAL

Mobile

:

+639352869178

Email

:

[email protected]

Civil Status

:

SINGLE

Religion

:

ROMAN CATHOLIC

Mother

:

ELIZABETH VILDOSOLA DIAMANTE

Father

:

JERRY PANGANIBAN DIAMANTE

Educational Background: LEVEL

SCHOOL

YEAR ATTENDED

Elementary

:

BAUTISTA TAYKO MEM. SDA ELEM. SCHOOL Maitom Siaton Negros, Oriental

(1997-2003)

Secondary

:

FRANCISCO P. FELIX MEMORIAL NAT’L HIGH SCHOOL Sto. Niño Cainta, Rizal

(2003-2007)

Tertiary

:

UNIVERSITY OF RIZAL SYSTEM Morong, Rizal

(2007-Present)

Organization: PHILIPPINE INSTITUTE OF CIVIL ENGINEERS UNIVERSITY OF RIZAL SYSTEM STUDENT CHAPTER (PICE-URS-SC) Member

2007– Present

FUTURE’S ENGINEERS CLUB Member

2007– Present

STUDENT RESEACHERS ORGANIZATION Member

2011– Present

84 Seminars and Training Attended: Career Orientation Program EARTS, University of Rizal System - Morong November 18, 2011 6th National CE TALK 2011 UP, Diliman Quezon City July 23, 2011 Work Attitude Seminar Workshop 2011 AVEC, University of Rizal System – Morong April 7, 2011 On Job Training: LRM Construction Lot 1 Block 5 Phase 1, Grandvalley Subdivision Angono, Rizal April 02 – May 31, 2011 Cost Engineer Estimator Material Coordinator Assistant AutoCAD Operator Encoder ____________________________ LIZA MIA V. DIAMANTE

CURRICULUM VITAE PERSONAL DATA Name

:

BELITA ENTERO LAZARRA

85 Date of Birth :

SEPTEMBER 18, 1990

Place of Birth :

BINANGONAN RIZAL

Address

:

0609 TUAZON COMP. TAYUMAN BINANGONAN RIZAL

Mobile

:

+639176921333

Email

:

[email protected]

Civil Status

:

SINGLE

Religion

:

ROMAN CATHOLIC

Mother

:

AMELITA ENTERO LAZARRA

Father

:

BEN MONTALLANA LAZARRA

Educational Background: LEVEL

SCHOOL

Elementary

:

TAYUMAN ELEM. SCHOOL Tayuman, Binangonan, Rizal

Secondary

:

DON JOSE M. YNARES MEMORIAL NATIONAL HIGH SCHOOL San Carlos Binangonan, Rizal

Tertiary

:

UNIVERSITY OF RIZAL SYSTEM Morong, Rizal

YEAR ATTENDED (1997-2003)

(2003-2007)

(2007-Present)

Organization: PHILIPPINE INSTITUTE OF CIVIL ENGINEERS UNIVERSITY OF RIZAL SYSTEM STUDENT CHAPTER (PICE-URS-SC) Member

2007– Present

FUTURE’S ENGINEERS CLUB Member

2007– Present

STUDENT RESEACHERS ORGANIZATION Assistant Secretary

2011– Present

URSM DANCE TROUPE Member

2007 – 2009

86 2009 – 2010

CoEng Representative Seminars and Training Attended: Career Orientation Program EARTS, University of Rizal System - Morong November 18, 2011 6th National CE TALK 2011 UP, Diliman Quezon City July 23, 2011 Work Attitude Seminar Workshop 2011 AVEC, University of Rizal System – Morong April 7, 2011 Achievements: Second Honorable Mention Don Jose Ynares Memorial National High School S.Y. 2006-2007 On Job Training: ECPC (Ernesto C. Paulino Construction) Co., Inc. No.1 Policy Street, GSIS Village, Project 8, Quezon City April 04 – May 21, 2011 AutoCAD Operator Encoder

____________________________ BELITA E. LAZARRA

CURRICULUM VITAE PERSONAL DATA Name

:

ARSENIO P. MESA JR.

87 Date of Birth

:

FEBRUARY 23, 1991

Place of Birth

:

BINANGONAN, RIZAL

Address

:

0765 ATIS STA URSULA SUBDIVISION BATINGAN BINANGONAN, RIZAL

Mobile

:

+639157678982

Email

:

[email protected]

Civil Status

:

SINGLE

Religion

:

ROMAN CATHOLIC

Mother

:

MAE MONA MESA

Father

:

ARSENIO MESA SR.

Educational Background: LEVEL

SCHOOL

Elementary

:

BINANGONAN ELEMENTARY SCHOOL Layunan Binangonan Rizal

Secondary

:

Vicente Madrigal NAT’L SCHOOL Pantok Palangoy Binangonan Rizal

Tertiary

:

UNIVERSITY OF RIZAL SYSTEM Morong, Rizal

YEAR ATTENDED (1997-2003)

(2003-2007)

(2007-2PRESENT)

Organization: PHILIPPINE INSTITUTE OF CIVIL ENGINEERS UNIVERSITY OF RIZAL SYSTEM STUDENT CHAPTER (PICE-URS-SC) Member Auditor

2007– Present 2011– Present

FUTURE’S ENGINEERS CLUB Member

2007– Present

STUDENT RESEACHERS ORGANIZATION Member

Seminars and Training Attended:

2011– Present

88

6th National CE TALK 2011 UP, Diliman Quezon City July 23, 2011 Work Attitude Seminar Workshop 2011 AVEC, University of Rizal System – Morong April 7, 2011 13th NATIONAL STUDENT CONFERENCE Cebu City November 25-27, 2010 14th NATIONAL STUDENT CONFERENCE Cagayan De Oro City November 17-19, 2011 Achievements: 11th REGIONAL BRIDGE BUILDING COMPETITION 1st PLACE Antipolo City October 01, 2010 12th REGIONAL BRIDGE BUILDING COMPETITION 2nd PLACE UP Los Banos, Laguna October 27,2011 13th NATIONAL BRIDGE BUILDING COMPETITION 4th PLACE Cebu City November 25-27, 2010 14th NATIONAL BRIDGE BUILDING COMPETITION 5th PLACE Cagayan De Oro City November 17-19, 2011

On Job Training: LRM Construction Lot 1 Block 5 Phase 1, Grandvalley Subdivision Angono, Rizal April 02 – May 31, 2011 Cost Engineer

89 Estimator Material Coordinator Assistant AutoCAD Operator Encoder

____________________________ ARSENIO P. MESA JR.

BIOECOLOGICAL PLANTER BOX DRAINAGE DESIGN

90