Design of a Two Story Reinforced Concrete Public Market With Constructed Wetlands, Rainwater Harvesting System, And Green Roofing

i

Design of a Two Story Reinforced Concrete Public Market with Constructed Wetlands, Rainwater Harvesting System, and Green Roofing

Project By

Dela Cruz, Ralph Joed A. Malolos, Harvey A. Tamayo, Erika Mae S.

Submitted to the School of Civil, Environmental and Geological Engineering (SCEGE)

In Partial Fulfillment of the Requirements For the Degree of Bachelor of Science in Civil Engineering

Mapua Institute of Technology Manila City

July 2013

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EXECUTIVE SUMMARY

Last December 29, 2009, the Public Market of Iba, Zambales was set on fire leaving Iba the only town in Zambales that does not have an organized public market until now. This project proposes a design of a two-story reinforced concrete public with constructed wetlands, rainwater harvesting system, and green roofing; located in Brgy. Palanginan, Iba, Zambales. The design will include a rainwater harvesting system to ensure optimum utilization of water coming from the rain. Rainwater will undergo a simple filtration system to remove some of the particles that may clog the piping system and affect the quality of water. Majority of the harvested rainwater will be used for flushing toilets and the rest will be for irrigation. Wastewater from the market and toilet will go to the Constructed Wetlands for treatment process for it to be suitable enough for irrigating the vegetation inside and outside the market area. The proposed design will employ various strategies to make it a green market. Strategies include using water saving fixtures; increasing vegetation; reducing stormwater runoff; and stormwater harvesting. The proposed new market with its sustainable features will benefit most Iba residents especially the former stall vendors and small businessmen who lost their livelihood from the fire.

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TABLE OF CONTENTS

Title Page Approval Page Executive Summary Table of Contents List of Figures List of Tables

i ii iii iv vii viii

Chapter 1: Introduction

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Chapter 2: Presenting the Challenges 2.1 Problem Statement 2.2 Project Objective 2.3 Design Norms Considered 2.4 Major and Minor Areas of Civil Engineering 2.5 The Project Beneficiary 2.6 The Innovative Approach 2.7 The Research Component 2.8 The Design Component 2.9 Sustainable Development Concept

2 2 3 3 3 3 4 4 4 5

Chapter 3: Environmental Examination Report 3.1 Project Description 3.1.1 Project Rationale 3.1.2 Project Location 3.1.3 Project Information 3.1.4 Description of Project Phases 3.1.5 Pre-construction phase 3.1.6 Construction phase 3.1.7 Operational phase 3.1.8 Abandonment phase 3.2 Description of Environmental Setting and Receiving Environment 3.2.1 Physical Environment 3.2.2 Biological Environment 3.2.3 Socio-Cultural, Economic and Political Environment 3.2.4 Future Environmental Conditions without the Project 3.3 Impact Assessment and Mitigation 3.3.1 Summary Matrix of Predicted Environmental Issues

6 6 6 6 7 7 8 8 8 8 9 9 9 9 9 10 11

v 3.3.2

Brief Discussion of Specific Significant Impacts on the Physical and Biological Resources 3.3.3 Brief Discussion of Significant Socio-economic Effects/Impacts of the Project 3.4 Environmental Management Plan 3.4.1 Summary Matrix of Proposed Mitigation and Enhancement Measures, Estimated Cost and Responsibilities 3.4.2 Brief Discussion of Mitigation and Enhancement Measures 3.4.3 Monitoring Plan 3.4.4 Contingency Plan 3.4.5 Institutional Responsibilities and Agreements

12 12 12

12 13 14 14 18

Chapter 4: The Research Component 4.1 Abstract 4.2 Introduction 4.3 Review of Literature 4.4 Methodology 4.5 Results and Discussion 4.6 Conclusion and Recommendations 4.6.1 Conclusion 4.6.2 Recommendations

19 19 19 19 28 29 50 50 50

Chapter 5: Detailed Engineering Design 5.1 Loads and Codes 5.1.1 Introduction 5.1.2 Dead Load 5.1.3 Live Load 5.1.4 Earthquake Load Parameters 5.1.5 Load Combinations 5.2 Structural Design 5.2.1 Design of Beams 5.2.2 Design of Columns 5.2.3 Design of Slabs 5.3 Design of Foundation 5.3.1 Introduction 5.3.2 Footing Design 5.4 Rainwater Cistern Design

51 51 51 51 52 53 53 54 54 61 63 79 79 81 87

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Chapter 6: Promotional Material

90

Chapter 7: Budget Estimation

91

Chapter 8: Project’s Schedule

96

Chapter 9: Conclusion and Summary

122

Chapter 10: Recommendations

127

Acknowledgement References

128 129

APPENDICES A. B. C. D. E. F. G. H. I. J. K. L. M. N. O.

Beam Design Column Design Design of Isolated Square Footing Article Type Paper Original Project Report Assessment Sheet by Panel Members English Editor Assessment and Evaluation Rubrics Accomplished Consultation Forms Compilation of Assessment Forms Copy of Engineering Drawings and Plans Copy of Project Poster Photocopy of Receipts Relevant Pictures Other Required Forms Student Reflections Resume of Each Member

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LIST OF FIGURES

Figure 1 Location Site

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Figure 2 PAGASA Color Coded Warning Signals

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Figure 3 Subsurface Flow Constructed Wetlands

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Figure 4 Basic Layout of Constructed Subsurface Flow Constructed

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Figure 5 Green Roof Installation Costs

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Figure 6 B159 Story 2

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Figure 7 Shear and Moment Diagram for Beam B159

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Figure 8 Typical Column

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Figure 9 Corner Slabs

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Figure 10 Edge Slabs

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Figure 11 Interior Slabs

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Figure 12 One-Way Shear Failure

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Figure 13 Two-Way Shear Failure

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Figure 14 Typical Footing

85

Figure 15 Perspective View

90

Figure 16 Front Elevation View

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LIST OF TABLES

Table 1 Summary Matrix of Environmental Issues and their Level of Significance

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Table 2 Summary Matrix of Proposed Mitigation Measures, Cost and Responsibilities

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Table 3 Monitoring Plan

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Table 4 Main Removal Mechanisms in Subsurface Flow Constructed Wetlands and Average Removal Efficiencies

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Table 5 Sizing of rainwater pipe for roof drainage

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Table 6 LEED Credits

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Table 7 Average Rainfall Data of Iba, Zambales

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Table 8 Water used of Fixtures (Design Case)

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Table 9 Water used of Fixtures (Baseline Case)

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Table 10 Market Stalls

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Table 11 Market Officials

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Table 12 Market Buyers

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Table 13 Adhesives and Sealants and their VOC Limit

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Table 14 Coatings and their VOC Limit

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Table 15 Cost-Benefit Analysis Results of Green Roof

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Table 16 Volume of Water Collected Monthly from Rainwater Harvesting System

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Table 17 Cost-Benefit Analysis Results of Rainwater Harvesting System and Constructed Wetlands

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Table 18 Cost-Benefit Analysis Results of Porous Pavement

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Table 19 Roof Deck Dead Load

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Table 20 Second Floor Dead Load

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ix Table 21 Ground Floor Dead Load

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Table 22 Live Load

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Table 23 Summary of Shear Reinforcements

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Table 24 Reinforcements for Corner Slabs on Roof Deck

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Table 25 Reinforcements for Corner Slabs on Second Floor

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Table 26 Reinforcements for Edge Slabs on Roof Deck

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Table 27 Reinforcements for Edge Slabs on Second Floor

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Table 28 Reinforcements for Interior Slabs on Roof Deck

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Table 29 Reinforcements for Interior Slabs on Second Floor

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Table 30 Summary of Project Duration

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Table 31 Manpower Utilization Schedule

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Table 32 Equipment Utilization Schedule

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CHAPTER 1 INTRODUCTION

Iba as the capital of Zambales in Region III is a fast-developing town. According to the 2011 census, the town has a population of 51,033 with an income classification of 1st class. The municipality of Iba is bounded by the municipalities of Botolan to the south, Palauig to the north, the province of Tarlac to the east, and the South China Sea to the west. Iba, Zambales has two seasons – rainy season from June to September and dry season from October to May. The rainy season has an average annual rainfall of 43.15 centimeters (16.99 in). One of the sources of income of Iba, Zambales comes from the market collection. Last December 29, 2009, the market was set on fire where almost 260 million pesos worth of goods were burned down. At present, the town does not have an organized place where the previous market stall vendors can sell their products. Problem in sanitation is also present because of the improper discharge of wastewater coming from cleaning of perishable goods such as fish, poultry and vegetables, which may contaminate the environment resulting in diseases. This project is about the design of a new public market in Iba, Zambales, which includes additional features. The new market will be installed with a rainwater harvesting system, a wastewater treatment system thru constructed wetlands. Rainwater harvesting is the accumulation and storage of rainwater for reuse before it reaches the aquifer. Water being collected from the rain will be treated through a simple filtration system and will be distributed to the toilets for flushing purposes and the rest together with the processed water from the constructed wetlands will be used for irrigation. However, the treated water from the rain will serve as secondary water only and not suitable for cleaning goods and drinking purposes as the treatment process will not be designed to meet the requirements of Clean Water Act for drinking water. In addition to the water coming from the rain, the project will also address the wastewater from the market. A Subsurface Horizontal Flow constructed wetlands treatment facility will be included in the project. The treated water will be used to irrigate the site vegetation. With these additional features, the new public market in Iba, Zambales will be a sustainable structure, able to supply the market’s water demand and secondary water requirement.

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CHAPTER 2 PRESENTING THE CHALLENGES

2.1

PROBLEM STATEMENT

This proposal addresses four problems. First is the absence of an organized and decent public market in Iba, Zambales for three years already, making the residents demand for a new and better one. There were more than 200 stalls burned down by the fire, destroying million worth of properties and merchandise and affecting most of the residents in Iba, who earn their living from the public market as a seller, trader, supplier or worker. Many vendors resorted to temporary stalls but still quite a number closed down after, thus many jobs were lost. Until now, selling is still in disorder because the vendors are scattered all over the place selling their goods. The next problem that this proposal seeks to address is the wastewater from the market that is highly polluted by toxic materials. These materials are harmful to the environment when they are being discharged to bodies of water without undergoing full treatment. Aside from polluting the water, this can also cause waterborne diseases which can endanger the health of the people in the vicinity. The third problem is stormwater runoff. According to the Philippine Atmospheric, Geophysical and Astronomical Services Administration (PAGASA) Iba, Zambales Station, a total of 2759.4 mm rain annually is being experienced in Iba, Zambales. Due to the development of the site and soil compaction, the site will have an increased magnitude of storm water runoff. Increased storm water runoff can overload pipes and sewers and damage water quality. In addition to that, storm water is one of the major sources of pollution for all receiving waterways as it may contain sediments and other contaminants. Moreover, there is a high demand for water in a public market. With high demand, the consumption is also higher. Thus, alternative sources of water should be considered. Lastly, as development in the site occurs, changes in the landscape happen. The market replaces the open land and vegetation which can possibly form an island of higher temperatures in the landscape. Hence, solving the problem of heat island effect on the site can prevent the community’s environment and quality of life to be affected.

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2.2

PROJECT OBJECTIVE

The proposal will mainly focus on the structural aspect of the project and on the solutions for the problems previously stated. The objectives are as follows: 1. To design a two – story reinforced concrete public market, consisting at least 250 stalls; 2. To include a constructed wetland for wastewater treatment that is connected in the market; 3. To plan a rainwater harvesting system that will be located on the roof deck of the structure; and 4. To employ strategies to minimize the heat island effect in the market.

2.3

DESIGN NORMS CONSIDERED

Design norms that will be considered are safety, economy, and technology. For this project, safety will ensure the well-being of the people who use the market, both the vendors and consumers. Economy will guarantee a cost-effective structure in terms of the materials that will be used during construction and the water-saving features of the market that will minimize the overall dues.

2.4

MAJOR AND MINOR AREAS OF CIVIL ENGINEERING

The major area of civil engineering for this project is Structural Engineering because the focus of this project is to design a two-story reinforced concrete public market. The design of the foundation or the substructure will involve Geotechnical Engineering, and the design of rainwater cistern, constructed wetlands, and green roofing will require Environmental Engineering.

2.5

THE PROJECT BENEFICIARY

The project will be a complete structural design of a public market in Brgy. Palanginan, Iba, Zambales. The main beneficiary of this project will be the municipality of Iba, Zambales. The design will be submitted to the District Engineering Office of Iba, Zambales.

The indirect beneficiary of this project will be the previous stall vendors of the burned market. This project will enable them to re-organize in a place where they can sell

4 their goods in a better, cleaner and safer environment. The design will also benefit the residents of Iba, Zambales and its nearby municipalities because a new public market that is convenient and spacious will be operating.

2.6

THE INNOVATIVE APPROACH

The structural design computations will be done using ETABS and MS Excel. MS Excel will also be used for the design of foundation. For the plan layout and detailing, AutoCAD will be used. Finally, for the conceptual design, Google Sketch Up software will be utilized.

2.7

THE RESEARCH COMPONENT

This project will involve four research components: (1) the data from the soil investigation report for the design of foundation; (2) the annual rainfall intensity data from PAGASA for the design of rainwater cistern; (3) green roof loading prescribed by ASTM; and (4) constructed wetland processes.

2.8

THE DESIGN COMPONENT This project aims to design the following: STRUCTURAL:  design of beams  design of columns  design of slabs GEOTECHNICAL:  design of foundation ENVIRONMENTAL:  design of rainwater cistern

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2.9

SUSTAINABLE DEVELOPMENT CONCEPT

The proposed public market in Iba, Zambales will be a sustainable and environment-friendly structure. The constructed wetlands system’s costs of construction, monthly operation and maintenance will be considerably less than that of a conventional wastewater treatment plant that requires many chemicals and extensive energy inputs. In support, according to Cueto (1993), “When net present worth of costs of wetland wastewater treatment systems are compared to conventional wastewater treatment plants, the cost of wetland systems are lower than that of equivalent conventional systems at flows less than 5 million gallons per day (MGD), which is comparable to a system serving a community of about 50,000 people.” Having a wastewater treatment system, the water will be free from toxic materials and pollutants. Besides not causing harm to the environment, it also prevents the occurrence of waterborne diseases that endanger the health of the people. The treated wastewater will be impounded in a pond which will be used to irrigate the vegetation inside the area. The project will also utilize rainwater. Collection of rainwater will occur at the roof deck of the market structure. An estimated collection of 5904.63 cu. m of rainwater per year is expected, which will be used in flushing toilets and aid in the irrigating vegetation. Collection of rainwater will also decrease the problem of site storm water runoff which may cause contamination of receiving waterways as it may carry contaminants and sediments. In addition to that, reducing the magnitude of storm water runoff helps maintain the natural aquifer recharge cycle and restore depleted stream base flows. With the use of rainwater and treated wastewater, water consumption will also be lessened though rainwater harvesting and constructed wetlands’ initial costs for the installation and operations will be expensive, but it will provide a non-potable water source that is free of charges. Moreover, the project will solve the problem of heat island effect on the site. Heat island effect is a phenomenon wherein there is a thermal gradient difference between the developed and undeveloped areas. To solve the problem of heat island effect, a minimum of 50% parking spaces will be placed undercover, paving materials in the parking area will have a minimum Solar Reflectance Index (SRI) of 29, majority of the market structure will be painted white; and maximum possible vegetation will be installed on the roof deck and the surrounding area.

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CHAPTER 3 ENVIRONMENTAL EXAMINATION REPORT

3.1

PROJECT DESCRIPTION 3.1.1

Project Rationale

This project intends to design a two-story reinforced concrete public market with constructed wetlands, rainwater harvesting system, and green roofing. It is designed purely with reinforced concrete using Ultimate Strength Design (USD) method in compliance with the National Structural Code of the Philippines (NSCP) 2010. Moreover, this project aims to design a structure that will not solely benefit the residents of Iba and its nearby towns but most importantly the environment. Aside from the structural and architectural design of the market that will provide stable source of income for the residents of Iba, this structure will also utilize design of rainwater cistern. In addition, this project will also adapt a wastewater treatment thru constructed wetlands. The purpose of this treatment plant is not just merely to recycle the wastewater from the market but also helps to minimize the problem in wastewater management in the Philippines thereby reducing water pollution. The proposed structure will not just be a sustainable but also an environmentalfriendly public market.

4.1.2

Project Location

The municipality of Iba is bounded by the municipalities of Botolan to the south, Palauig to the north, the province of Tarlac to the east, and the South China Sea to the west. The proposed project is located at Brgy. Palanginan, Iba, Zambales. Its geographical coordinates are 15° 19' 10" North and 119° 59' 18" East. The land has a total area of 46, 361 square meters.

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Figure 1. Location Site (Wikimapia, 2013)

3.1.3

Project Information

The project is a two-story reinforced concrete public market having atleast 250 stalls with rainwater cistern, green roofing, and constructed wetlands. This structure will be named Iba Public Market under the municipality of Iba. The design of foundation as well as the rainwater cistern is also part of the project. 3.1.4

Description of Project Phases

The project will have three phases: (1) pre-construction phase including the planning of the construction; (2) construction phase including the actual construction of the public market; and (3) operational phase wherein the structure operates for its initial purpose.

8 3.1.5

Pre-construction Phase

In a construction project, the pre-construction phase is important because it is the planning phase of the construction. It should be detailed and should always conform to the standards to avoid several failures, mistakes, and even indictment. In this project, the pre – construction phase will include:  survey of the project site  preparation of plans (architectural, structural, mechanical, electrical, sanitary)  secure permits and clearance from the local government of Iba, Zambales  project estimate (time and cost) 3.1.6        3.1.7

Construction Phase The construction phase will include: construction of temporary facilities (barracks, temporary officer, guard post, etc.) earthworks concreting works (rebar, formworks, concrete pouring) masonry (CHB laying, plain cement plastering) specialty works (carpentry works, iron works, glass or glazing works, tile setting, parapet installation, moulding, cornices, waterproofing) other engineering works (electrical, sanitary, mechanical, etc.) finishing works Operational Phase

After the construction, the structure will be turned over to the beneficiary and it will be known as the Iba Public Market. The public market will be used as the market of the people of Iba and its nearby towns. The vendors of the previous public market of Iba will be the other beneficiaries because they will be provided with at least 250 stalls. The vendors have to buy the right to operate one or more of the stalls. With at least 250 stalls and additional food services on the roof deck, the public market will be operating for as long as the structure is operational. 3.1.8

Abandonment Phase

Abandonment is not considered since this is a proposed public market which is a necessity of a city or town. In the coming years, the population of the city will increase and therefore will make the public market more valuable.

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3.2 DESCRIPTION OF ENVIRONMENTAL RECEIVING ENVIRONMENT 3.2.1

SETTING

AND

Physical Environment

The location of the proposed project is an uncultivated rice field surrounded by a few trees. At its extreme north end, the Cabatuan Creek is located. There is no structure in the vicinity of the site. One-way leading to the site is not yet developed.

3.2.2

Biological Environment

The site is generally surrounded with rice plants and a number of trees. Due to its considerable distance from the town proper and the presence of vegetation, the site has a low level of air pollution. There are no farm animals domesticated in the area.

3.2.3 

Socio-Cultural, Economic and Political Environment Socio-Cultural

The nearest resident is about 500m. With this, there will be no concerns that arise on the creation of the proposed public market which may affect the residents of Iba, both socially and culturally. The construction of the market will instead provide jobs as the labor force will be coming mainly from at the vicinity. When it comes to health concerns, the proposed public market will follow certain measures so as to discharge wastes that will not be harmful to the nearby residents. 

Economic and Political Environment

With the construction of the public market, the economy of Iba, Zambales will improve due to the generation of jobs within the area.

3.2.4

Future Environmental Conditions without the Project

Without the construction of the public market, the uncultivated rice field will remain as it is. The waste being generated by the temporary market also poses serious environmental and health concerns.

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3.3

IMPACT ASSESSMENT AND MITIGATION

 AIR QUALITY Construction activities such as demolition, burning, land clearing, operation of diesel engines, and working with toxic materials can produce significant air quality problems. Typically, the construction sites generate high levels of dust, usually, consisting of small particles such as soot and cement and larger particles such as grit, sand and wood dust. Sources of air pollutant emissions are normally grouped into two categories: stationary and mobile sources. 

Stationary – source of emission that does not move, which includes coating operations, concrete batching, fuel burning equipment (e.g. diesel engines), mineral processing operations (e.g. rock crushing and screening operations).



Mobile – source of air pollution that is capable of moving using its own power. It is divided into two categories: On-road and off-road transportation. On-road transportation are vehicles such as cars and utility vehicles that are usually used by the people in the construction site, while the off-road transportation are the construction equipment such as loaders, excavators and others.

To prevent air pollution, fine water sprays can be used to dampen down the site which can control dust or screen the whole site to stop the spreading of the dust. Moreover, non-toxic paints, solvents and other hazardous materials can be utilized as much as possible. The burning of materials on site should be prohibited. Additionally, low emission vehicles and equipment should be used.



WATER QUALITY and LAND CONTAMINATION

Some of the sources of water pollution on building sites are diesel and oil, solvents, paints, and other dangerous chemicals. When these substances get into waterways, they poison water life. Debris and dirt from the construction can also generate water pollution. When land is being cleared, it causes soil erosion that leads to sediment pollution. Sediment is the most common pollutant washed from construction sites, which clogs the fish gills, blocks the light transmission and increases the water temperature of the ocean. These can also harm aquatic life. Moreover, pollutants generated from construction sites can soak into the groundwater, which is usually the source of potable water. To avoid water pollution, building materials such as cement, sand and other powders must be covered, inspected regularly for spillages, and placed far from waterways or drainage areas so that they will not be washed out. In addition, the toxic

11 substances must be segregated and tightly covered to prevent spills and site contamination. The proper disposal of the wastewater in the construction site should be strictly followed. 

NOISE GENERATION

Construction sites generate noise pollution, mostly from vehicles, heavy equipment and machinery, and from the people shouting loudly on-site. In addition to these, rock crushing and screening operation are also sources of noise in a construction site. To reduce the generation of noise, proper scheduling of the equipment should be implemented. Aside from that, careful handling of materials and/or construction of wall structures as sound shields are highly suggested. 

HEALTH ISSUES

Health issues are not always and immediately visible but can have devastating impact which sometimes results in prolonged and long term health problems. Some of these are back pain due to manual handling of materials, noise-induced hearing loss, respiratory and breathing problems, skin diseases from hazardous chemical exposure and occupational stress due to work pressure and loads. To mitigate injuries and accidents, all employees should be well-trained in the proper handling of the materials and poisonous chemicals.

3.3.1 Summary Matrix of Predicted Environmental Issues/Impacts and their Level of Significance at Various Stages of Development Table 1.Summary Matrix of Environmental Issues and their Level of Significance STAGES ENVIRONMENTAL LEVEL OF ISSUE/IMPACT SIGNIFICANCE Air Quality Low Impact Water Quality Low Impact Pre Land Contamination Low Impact Construction Noise Generation Low Impact Health Issues Low Impact Air Quality Low to Moderate Impact Water Quality Low to Moderate Impact Construction Land Contamination Low Impact Noise Generation Low to Moderate Impact Health Issues Low Impact

12 3.3.2 Brief Discussion of Specific Significant Impacts on the Physical and Biological Resources The proposed project location is an undisturbed land. Its neighboring lots are either vacant or cultivated as rice fields. During construction, trees and grasses in the site and surrounding it will most likely be cleared out. There will also be a significant impact on the soil since excavation will be needed for the foundation of the building as well as for the underground location of the wastewater treatment plant. There is low to moderate impact on air and water quality and low significance of land contamination during the construction phase. 3.3.3 Brief Discussion of Significant Socio-economic Effects/Impacts of the Project The project has a significant positive impact on the socio-economic status of Iba, Zambales. Upon the completion and start of the operation, the market will provide jobs for the residents of Iba and nearby towns, hence stable income. Stable income will also be provided for small businessmen who sell their products in the market stalls. With these and the fact that public markets are the major trade centers since ancient civilizations, the construction of New Iba Public Market will surely boost the town’s socio-economic status.

3.4

ENVIRONMENTAL MANAGEMENT PLAN 3.4.1 Summary Matrix of Proposed Mitigation and Enhancement Measures, Estimated Cost and Responsibilities

Table 2.Summary Matrix of Proposed Mitigation Measures, Cost and Responsibilities Environmental Problem Issue Noise Levels

Air Quality

Proposed Mitigation Measure

Cost

Responsibilities

Construction Phase Construction will be done at daytime to avoid any noise problems at night. If circumstances occur and require the operation at night, nearby residents will be informed. . Before Construction Phase The project laborers will be educated about the different measures to prevent any air-related problem in the future

N/A

Contractor

N/A

Contractor

13 During Construction Phase Dust Control will be provided such as use of water sprinklers, and fine nets.

Flora and Fauna

Traffic

3.4.2 

After Construction Phase Any objects that may affect the air quality will be removed or if the object is necessary, certain measures to control the air contamination will be applied. Additional trees will be planted after the construction phase to compensate for the damaged vegetation. Temporary roadways connecting the Govic Highway, the nearest road to the site, and the construction will be created

N/A

Contractor

Brief Discussion of Mitigation and Enhancement Measures

Noise Construction works will be done during the day to prevent any noiserelated problems with the nearby residents. If circumstances require that construction will be held at night, noise reduction measures will be implemented such as blocking the transmission of vibration along a noise radiating structure by the placement of a heavy mass on the structure close to the original source of the noise. Nearby residents will be informed beforehand if construction works will be done at night.



Air Quality This is mainly focused on the dust being generated during the construction phase. To prevent any damages induced by the dust, some preventive measures will be applied such as the use of water. Water should be applied at least three times a day, or more, depending on the atmospheric conditions. Use of water will not increase cost of implementation and will yield excellent results. In addition to this, use of fences will also be used for controlling air currents and blowing soil.



Flora and Fauna Additional plants will be planted during the construction phase as it will help in preventing the propagation of dust in the area by serving as wind barriers.

14 

Traffic Roads leading to the location site will be developed such that the oneway road will be widened so that the supplies can be delivered to the construction site. Traffic signs and traffic directions leading to the construction site will also be provided.

3.4.3

Monitoring Plan

Table 3. Monitoring Plan ENVIRONMENTAL MITIGATION PROBLEMS HEALTH ISSUES First Aid kits will be available. Medical and Safety Inspectors will also ensure and check the health and safety of the workers. NOISE Construction will be done only during work hours and noise reduction protocols will be implemented. AIR QUALITY Watering the area will be done to prevent spreading of dust. TRAFFIC Development and widening of roads leading to the construction site will be performed. Traffic will also be managed. 3.4.4 

MONITORING Weekly

Daily

Daily

Once

Daily

Contingency Plan

Flooding Contingency Plan The workers should be made aware that when PAGASA issued a Warning Signal, it implies that there will be a possibility of flooding in some low-lying and poorly drained areas. The Level of Rainstorm Warning Signals indicates the seriousness of flooding.

15 The PAGASA set three warnings to indicate the seriousness of the flooding.

Figure 2. PAGASA Color Coded Warning Signals (PAGASA, 2013)  Red Warning: More than 30 millimeters (mm) rain is observed in one hour and expected to continue in the next two hours. Serious flooding is expected in low-lying areas. People in the area should evacuate.  Green Warning: Intense (15-30mm) rain is observed in one hour and expected to continue in the next two hours. Flooding is threatening. People in the area should be alerted for possible evacuation.  Yellow Warning: Heavy (7.5-15mm) rain is observed in one hour and expected to continue in the next two hours. Flooding is possible. People in the area should monitor the weather condition. 

Fire Contingency Plan 1.) Preparedness One should know the location of the fire exits, fire alarms, and fire extinguishers in the workplace. Familiarize oneself with the procedures below and participate in fire extinguisher training so that one is prepared in case of a fire. A task force composed of a few employees should be established.

2.) If you discover a fire      

Leave the fire area and close the door to the area Actuate the fire alarm Immediately evacuate the building via the shortest and safest route Trained individuals may use fire extinguishers on very small fires AFTER the fire alarm is actuated and people are evacuating If you notice smoke, use an alternate escape route Check route for safety before proceeding and close (do not lock) doors behind you.

16   

Stay low to the ground through smoke filled areas. Go to a safe area From nearest phone in safe area, call the Zambales Fire Department located at Iba Zambales(047) 511-1344. When the fire department operator answers, give the ff. info; 1. name 2. phone number 3. location where the caller is calling from 4. the precise nature of the fire 5. where the fire truck should enter 6. describe the location 7. whether there are any injuries, and such, number of injured & extent of injuries DO NOT HANG UP until given permission to do so. Dispatch an employee to the entrance to guide the fire truck to the fire area.

 

Await emergency personnel at safe location and direct them to the scene. Do not re-enter the building until directed to do so by a supervisor or the Fire Marshal

3.) Use of existing equipment Try to put out the fire, if it is small enough, using existing equipment – use best judgment – if trained and confident. In the event that the fire is small enough to be extinguished by a fire extinguisher, fire extinguishers have been placed around the building and are identified. Become aware of the fire extinguisher locations and familiar with accessibility. If the fire does not go out or spreads after attempting to extinguish flames, leave the area immediately and close all doors on the way.

4.) Evacuation If the fire is clearly out of control, notify all others in danger, YELL “FIRE” and evacuate all personnel from the market to the designated muster station outside the building. Assist people with disabilities, and children, as required. Fire wardens are to ensure that all employees and customers are out of the building and proceed out behind them, closing but not locking doors as they leave. Leave buildings by the nearest safe exit. All are to proceed to the designated muster station. Material Safety Data Sheets are to be taken by the fire warden and made available to the fire department, as required. All are to wait outside the building as directed by the Fire

17 Department. People are to re-enter the building only after the fire department has given permission to do so.

5.) If trapped • Place towels or clothes (wet if possible) at the bottom of the door. • Open windows, if possible. • Stay close to the floor if there is a lot of smoke.

6.) If clothes catch fire • Stop whatever is being done. • Drop to the ground. • Roll to smother the flames. If someone else’s clothes catch fire, have them stop, drop and roll. Try to smother the flames with a piece of clothing.

7.) Using an extinguisher Think “PASS”: • Pull the safety pin at the top of the extinguisher. • Aim the nozzle/hose at the base of the flames. • Squeeze or press the handle. • Sweep from side to side at the base of the fire until it is out.

8.) Know the extinguisher • Type A (green triangle) – use for paper and wood. • Type B (red square) – use for flammable liquids such as gas, oil, and paint • Type C (blue circle) – use for electrical fires involving wires or appliances.

9.) Notify Management The facilitator, if not on-site, is to be notified immediately. Emergency numbers are posted on an emergency contact list.

18 

Hospital Name: President Ramon Magsaysay Memorial Hospital Address: National Road, Iba Zambales Contact Number: (047) 811-7212 Name: San Marcelino District Hospital (SMDH) Address: San Marcelino, Zambales Contact Number: (047) 623-2301/2302



Fire Department Name: Zambales Fire Department Address: Iba, Zambales Contact Number: (047) 511-1344



3.4.5

Police Department Name: Zambales Police Provincial Office Contact Number: (047) 811-1602/2885

Institutional Responsibilities and Agreements

The municipality of Iba, Zambales will be responsible for the monitoring of the project to assure that no damages will be included during and after the construction. The DPWH will also be responsible for the monitoring of the project to make sure that the structure is following all the specifications needed for the procurement of the roads leading to the public market and the road development. The Department of Environment and Natural Resources (DENR) will also play a major role in monitoring of the safety of the natural resources that may be affected by the project.

19

CHAPTER 4 THE RESEARCH COMPONENT

4.1

ABSTRACT

The demand from the former vendors or sellers of the public market has become the precipitating factor for the municipality of Iba to agree with the idea of a new public market. Iba is the only town in Zambales that has no public market until now. This is the objective of the group. By designing a two-story reinforced concrete public market, a green public market which consists of rainwater cistern, and wastewater treatment thru constructed wetlands, this proposal sought to respond to the problem in Brgy. Palanginan, Iba, Zambales. The study aims to design the most economical and environment-friendly, safe and clean public market in the capital of Zambales.

4.2

INTRODUCTION

The research part of this study assesses the importance of public market in a particular area. It also aims to discuss the possible strategies that can be employed to make it a sustainable market structure.

4.3 

REVIEW OF LITERATURE THE IMPORTANCE OF PUBLIC MARKET

Urban revitalization in America and perhaps in other developing countries as well is defined as construction of a highway, an office complex, a convention center or any public and private projects costing billions of dollars in investment that claims to provide jobs for the citizens. However, for the past years, the financial remuneration of these investments has produced unproductive jobs instead and serious damage to the urban structure, which, in turn, directs to economic stagnation or worse, collapse of the economy. Urban revitalization practitioners from all sectors and organizations are beginning to recognize that public gathering places and public spaces that connect everything create limitless potential for urban revitalization and economic development. One such place is public market where people of different ethnic groups and income are gathered, inviting

20 and safe public spaces are created, low- and moderate-income neighborhoods and smallscale economic activity are strengthened, fresh and high-quality products are provided for the town residents and open spaces and farms are preserved, addressing most of the difficult problems of the cities. A public market is traditionally owned by the town or city’s municipality where vendors market fresh food from open stalls. Some public markets today are owned and operated by different types of organizations and sell a wide range of different products, including but not limited to farmers’ produce, crafts and antiques. Public markets have three distinguished characteristics: (1) possess public goals including among many others affordable retailing opportunities to small-scale businesses and farmland preservation in the region; (2) encompass an inviting, safe and lively public space in the community; and (3) acquire locally owned, independent businesses for the local flavor of the market (Project for Public Spaces, Inc., 2003). In the Philippines, however, the development of clean, air-conditioned and efficient supermarkets and hypermarkets threaten the existence of pubic markets, like the Baguio City Public Market and the vegetable trading center in La Trinidad, Benguet. To address this problem, a number of solutions have been formulated: 1. The local government units of General Santos, Mati, Calapan, Muntinlupa and Mandaluyong introduced Public-Private Partnerships into their public markets and are now compliant with the Housing and Land Use Regulatory Board Standards for Public Markets. 2. The Department of Agriculture (DA) conducts an annual nationwide search since 2006 for the model public market, entitled “Huwarang Palengke” that thrusts public markets to improve their products, facilities and services. 3. The DA also launched its current national strategy “AgriPinoy” to restore the farmers’ markets. 4. Senate Bill No. 664 has been approved in the 15th Congress to provide for a fiveyear public markets program involving infrastructure involvement, micro financing support, institutional advancement, and consumer protection. 

THE IBA PUBLIC MARKET

The Iba Public Market in Iba, Zambales has been serving the residents of the town and those nearby for almost 23 years with its two-story steel-and-concrete structure before a huge fire destroyed it in 2009. The fire has destroyed 260 million pesos in properties and merchandise and affected more than 200 stalls (Empeño, 2009). Since most Iba residents earn their living from the public market, they cannot do without it. Hence, they resorted to flea market in a temporary area allotted by the local government and sidewalk stalls, resulting in a disorganized public place (Gonzaga, 2011).

21 

CONSTRUCTED WETLANDS One of the ways to treat wastewater is thru constructed wetlands. Constructed wetlands are natural way to remove the pathogens and remove the contaminants in a wastewater. Constructed wetlands can provide effective, economical, and environmentally-sound treatment of wastewater as well as serve as wildlife habitats. This Constructed wetland is a secondary treatment process that is the water will undergo pretreatments processes that include settling tanks; and oil and grit removal. In a constructed wetland, a variety of treatment processes then takes place such as filtration, sedimentation, and biological degradation, which together effectively remove the contaminants in domestic wastewater. In general, constructed wetlands require little operation and maintenance when compared with technical treatment systems.

Figure 3. Subsurface Flow Constructed Wetlands (Brikké, 2008) Constructed wetlands system can be classified into three types: Free Water Surface, Subsurface Flow Systems and Aquatic Plan Systems. In this project, Subsurface Flow is being used. Constructed Wetlands is a type of constructed wetland that essentially consists of shallow basins filled with coarse sand or gravel as filter material. Locally available wetland plants are grown on the surface of the filter bed, and pretreated wastewater flows through the bed horizontally below the surface.

22 

Advantage of Subsurface Flow Constructed Wetlands: 1. The treatment is all natural. No need for sophisticated equipment and chemicals. The natural biological treatments are enhanced by high waste water temperatures. With these, operation and maintenance costs are low. 2. Low energy requirements 3. Characterized by robustness, performance reliability, and resistance to flow fluctuations. 4. It limits insect breeding and proliferation of vectors 5. Reduced levels of pathogens in effluent and remaining nutrients render the effluent suitable for irrigation provided that appropriate health measure are taken 6. It has low odor emissions. 7. It creates a habitat for wildlife 8. It will enhance the market structure aesthetics.



Disadvantage of Subsurface Flow Constructed Wetlands: 1. It requires a large area. 2. It needs a larger amount of filter and sealing media. 3. The deposition of inert solids and biomass can lead to the clogging of certain parts of the filter material.



Components of Subsurface horizontal Flow Constructed Wetlands 1. Waterproof Basin- it is being used to avoid water infiltration that may cause soil and groundwater contamination or to avoid seepage. Layers of compacted clays or plastic linings can be used for waterproofing. 2. Filter Media-it is used to retain solids from the pretreated water wherein organic fraction is then further degraded. Another, it provides surface for adhesion and development of the microorganisms that play a crucial role in the degradation of organic pollutants and transformation of nitrogen compounds. Lastly, wetland plants will develop their root system in the filter media. 3. Wetland Plants - their root systems provide surfaces for the attachment of microorganisms, filtration effects, and stabilize the bed surface. The roots contribute to the development of enhance microorganisms by the release of oxygen and nutrients. Moreover, the plants give the treatment site an attractive appearance, and some plant species can be used for several purposes after harvesting. 4. Inlet and Outlet Structures- are required for wastewater distribution and collection.

23 

Removal mechanisms for pollutants and Efficiency

A variety of complex biological, physical, and chemical mechanisms improve the water quality in constructed wetlands. These mechanisms are based on the interaction between the wastewater, microorganisms, plants, and filter material. The major mechanisms, which cater to the removal of several constituents from domestic wastewater, are described in Table 4. Table 4. Main Removal Mechanisms in Subsurface Flow Constructed Wetlands and Average Removal Efficiencies Wastewater Constitutent

Organic Matter Suspended Solids

Nitrogen Phosphorous

Pathogens  Thermatolirant coliforms  Helminth Eggs 

Main Removal Mechanism

Removal Efficiency in constructed wetland bed Biological Degradation High (80-90%) Physical Sedimentation, High (80-90%) filtration Biological Degradation Biological ammonification, Low (approx. 20nitrification-denitrification 40%) Chemical and physical Low (approx. 20) absorption processes in the filter material Biological predation, natural die-off Physical Sedimentation, filtration

Medium (1-3log units) High (up to 3 log units)

Basic Layout of Subsurface Flow Constructed Wetlands

Figure 4. Basic Layout of Constructed Subsurface Flow Constructed Wetland. (Brikké, 2008)

24



RAINWATER HARVESTING SYSTEM

The rainwater harvesting system is composed of eight components. These are the following: 1. Catchments – these directly receives the rainwater to be provided for the system. Catchments can be a paved area, such as a terrace or a courtyard of a building, an unpaved area like a lawn or an open ground or a roof made of reinforced cement concrete (RCC), galvanized iron or corrugated sheets. 2. Coarse mesh – located at the roof, this functions as a filter of debris. 3. Gutters – these semi-circular or rectangular channels around the edge of a sloping roof collects and transport rainwater to the storage tank. Gutters can be made using plain galvanized iron sheet gauge 20 to 22, PVC material or bamboo or betel trunks. The size of the gutter depends on the flow during rain of highest intensity, oversized by 10-15 percent. These should be supported to prevent sagging or falling off during loading with water. 4. Conduits – these are pipelines or drains, made of PVC or galvanized iron, which carry rainwater from the catchment to the harvesting system. The diameter of the pipe required for draining out rainwater depends on rainfall intensity and roof area: Table 5. Sizing of rainwater pipe for roof drainage ("Components of a rainwater harvesting system," 2013) Diameter Of pipe Average rate of rainfall in mm/h (mm) 50

75

100

125

150

200

50

13.4

8.9

6.6

5.3

4.4

3.3

65

24.1

16.0

12.0

9.6

8.0

6.0

75

40.8

27.0

20.4

16.3

13.6

10.2

100

85.4

57.0

42.7

34.2

28.5

21.3

125

-

-

80.5

64.3

53.5

40.0

150

-

-

-

-

83.6

62.7

5. First-flush device – this is a valve ensuring that the runoff from the first fall of rain, which contains a relatively large amount of pollutants from air or from catchments, is flushed out and prevented from entering the system.

25 6. Filter unit – this is a chamber filled with fiber, coarse sand, gravel layers or charcoal that screens the rainwater removing suspended pollutants. a. Charcoal water filter – it is made up of gravel, sand and charcoal placed in a drum or an earthen pot. All materials are readily available. b. Sand filter – it is the most commonly used filter media because it is readily available and inexpensive. Sand filter effectively removes turbidity, color and microorganisms from the rainwater. The top layer of the sand filter is composed of coarse sand and a 5-10 mm layer of gravel underneath. The bottommost is made up of 5-25 cm layer of gravel and boulders. b.1 Dewas filter – it is comprised of a PVC pipe 140 mm in diameter and 1.2 meter long, divided into three chambers. The first chamber has pebbles 2-6 mm in diameter, the second has slightly larger pebbles 6-12 mm in diameter and the last chamber has the largest pebbles 12-20 mm in diameter. A mesh is placed on the outflow side through which clean water flows out after passing through the three chambers. This filter system is used by most residents in Dewas, Madhya Pradesh. b.2 Filter for large rooftops – a filter system with three concentric circular chambers is designed to accommodate excess flow of rainwater. The outer chamber is filled with sand such that the area of filtration is increased for sand. The middle chamber is filled with coarse aggregate and the innermost layer is filled with pebbles. Rainwater will then be treated with chlorine tablets in the sump located at the center core of the filter system. b.3Varun - this filter system is made from 90 liter high density polyethylene (HDPE) drum that can handle a 50mm per hour intensity rainfall from a 50 square meter roof area. The lid of the drum is turned over and holes are punched in it. These holes will filter out large leaves, twigs, etc. Filtered rainwater will then pass through three layers of sponge and 150 mm thick layer of coarse sand. The sponge facilitates easier cleaning process. b.4 Horizontal roughing filter and slow sand filter (HRF/SSF) – surface water treated through this filter system has provided safe drinking water for residents in Orissa. It has two major components: 

Filter channel – this one square meter in cross section and eight meter long filter channel consists of three uniform compartments. The first compartment is packed with broken bricks, the second with coarse sand and the last compartment with fine sand. It filters the bulk of solids in the incoming water. At every outlet and inlet point of the channel, fine graded mesh is placed to prevent entry of finer materials into the sump.

26 

Sump – this is where the filtered water from the tank is collected and stored for use. SSF is primarily a biological filter, aims to kill microbes in the water.

c. Rainwater Purification Center – this filter system is developed by combining the scaled-down multi-staged water treatment method (MST) with existing technologies like upward flow fine filtration, absorption and ion exchange. MST involves screening, flocculation sedimentation and filtration. d. Rainwater Harvester – this filter system primarily filters runoff water from roads that generally contains oil and grease. 7. Storage facility – it can be any of the following: a. Shape: cylindrical, rectangular or square b. Material of construction – RCC, ferrocement, masonry, polyethylene or galvanized iron sheets c. Position of tank – depending on the space available, it can be constructed above the ground, partly underground or fully underground 8. Recharge structures – through any suitable structures like dug wells, bore wells, recharge trenches or pits, rainwater may be charged into the groundwater aquifers. a. Recharging of dug wells and abandoned tube wells – dry wells or those whose water levels declined considerably can be recharged directly with rooftop runoff. Collected rainwater is diverted by drainpipes to a settlement or filtration tank then flows into the recharge wells. The outer pipe or casing is preferred to be slotted or perforated if a tube well is used for recharging. The slots or perforations will increase the surface area available for water percolation. If a dug well is used, the well lining should have openings at regular intervals to allow seepage of water through the sides. b. Settlement tank – this is like an ordinary storage container but with provisions for inflow, outflow and overflow and are used to remove silt and other floating impurities from rainwater. c. Recharging of service tube wells – rooftop runoff is not directly led into the service tube wells, instead rainwater is first collected in a recharge well that serves as a temporary storage tank. This is done to avoid chances of contamination of groundwater. The recharge well is provided with a borehole shallower than the water table and provided with a casing pipe to prevent the caving in of soil. A filter chamber packed with sand, gravel and boulders is also available to filter the impurities. d. Recharge pits – this excavated pit 1.5 to 3 meter wide and 2 to 3 meter deep is lined with a stone wall with opening at regular intervals. The top of the pit can

27 be covered with a perforated cover. The design procedure is similar with that of a settlement tank. e. Soak aways or percolation pit – this is one of the easiest and most effective way of rainwater harvesting. The 60 x 60 x 60 cm pit is filled with pebbles or brick jelly and river sand and covered with percolated concrete slabs if necessary. f. Recharge trenches – this is a 0.5 to 1 meter wide and 1 to 1.5 meter deep continuous trench excavated in the ground and refilled with pebbles, boulders or broken bricks. Recharge trenches are relatively less effective. g. Recharge troughs – these troughs are commonly located at the entrance of a residential or institutional complex and are similar to recharge trenches. However, the excavated part is unfilled with filter materials. Boreholes are provided at regular intervals to facilitate fast recharge. Due to the limitation of size, recharge troughs are only capable of harvesting limited amount of rainwater. h. Modified injection well – instead of water being pumped into the aquifer, the runoff is allowed to percolate through a sand-and-gravel filter bed. It is generally a borehole, 500 mm in diameter. Its depth depends on the geological condition in the area. A slotted casing pipe of 200 mm diameter is inserted into the borehole and the space between the two is filled with gravel. It is developed with a compressor until it yields clear water. A filter mechanism is also included to prevent entrance of suspended solids into the recharge tube well. ("Components of a rainwater harvesting system," 2013)

28

4.4

METHODOLOGY START

ON SITE VISIT

DATA GATHERING (TECHNICAL, DESIGN)

PRELIMINARY DESIGN DE DESIGN COST ESTIMATION

EVALUATION FOR EVALUATION FOR ECONOMY ECONOMY DESIGN DESIGN EVALUATION EVALUATION

IS DESIGN ADEQUATE?

YES PROJECT CONSTRUCTION

END

NO

RE-DESIGN

29

4.5

RESULTS AND DISCUSSION

This research produced a full structural design of a two-story reinforced concrete public market with sustainable features. Through research, the plans and designs of the project were determined. The group employed strategies to make the structure a green public market. For the purpose of making the structure sustainable, the group use Leadership in Energy and Environmental Design (LEED) Building Design and Construction 2009 Edition. With the strategies being employed, the market structure has credit 16 points, seen in table 6. Table 6. LEED Credits SS Credit 5.2 SS Credit 6.1 SS Credit 6.2

Name of Credit Site Development- Maximize Open Space Stormwater Design- Quantity Control Stormwater Design- Quality Control

Credit/s 1 1 1

SS Credit 7.1 SS Credit 7.2 WE Credit 1 WE Credit 2 WE Credit 3 IEQ Credit 4.1

Heat Island Effect- Non Roof Heat Island Effect-Roof Water Efficient Landscaping Innovative Wastewater Technologies Water Use Reduction Low Emitting Materials- Adhesives and Sealants

1 1 2 2 4 1

IEQ Credit 4.2 IEQ Credit 6.1

Low Emitting Materials- Paints and Coatings Controllability of Systems- Lighting

1 1 16

TOTAL



Green Engineering Applications 

Site Development- Maximize Open Space Sustainable Sites (SS) Credit 5.2 of green building design and construction corresponds to Site Development-Maximize Open Space. The purpose of Maximizing Open Space is to promote biodiversity by providing a high ratio of open space to the area affected by the development of the site or the development footprint. The benefits of having Open Spaces to the Project site includes providing habitat for vegetation and wildlife, reduces the urban heat island effect, increases stormwater infiltration, and provides human population a connection to the surroundings. Iba, Zambales imposed no Local Zoning Requirements for New Constructions. The project location has a total area of 46, 361 sq. m with a

30 building footprint of 4 547.25 sq. m, thus the open space area is 41,813.75 with a minimum vegetation area of 4547.25 sq. m. 

Stormwater Design Stormwater, when in contact with the ground, may contain contaminants such as atmospheric deposition, pesticides, fertilizers vehicle fluid leaks or mechanical equipment waste which will pollute adjacent bodies of water. Soil Compaction caused by site development and construction of the Market Structure and the parking area produce a larger quantity of stormwater runoff which can overload pipes and sewers and damage water quality, affecting navigation and recreation. It can also increase bank full events and erosion, widen channels and cause down cutting of streams. Stormwater Design is further divided into two: 1. Quantity Control Sustainable Sites (SS) Credit 6.1 of Green building design and construction corresponds to Stormwater Design-Quantity Control which aims to limit disruption of natural hydrology by reducing impervious cover, increasing on-site infiltration, reducing or eliminating pollution from stormwater runoff and eliminating contaminants. To address the problem of increased magnitude of stormwater runoff on the market area, the parking space paving material is pervious so as the water will infiltrate to the ground which helps maintain the natural aquifer recharge cycle and restore stream base flows. An average of 446.155 cu.m of stormwater will also be collected from the roof deck of the structure for nonpotable purposes such as flushing toilets and for irrigation. Installation of vegetated roofs also helps in the reduction in the magnitude of stormwater runoff. 2. Quality Control Sustainable Sites (SS) Credit 6.2 of Green building design and construction corresponds to Stormwater Design- Quality Control which aims to limit disruption and pollution of natural waterflows by managing stormwater runoff. Porous Pavements and Constructed Wetlands will be employed to remove up to 90% of Total Suspended solids from the Stormwater runoff which is above the required 80% of the average annual post development load of total suspended solids.

31 

Heat Island Effect 1. Nonroof Sustainable Sites Credit 7.1 of Green building design and construction (GBDC) corresponds to Heat Island – Nonroof which aims to reduce the thermal gradient difference between developed and undeveloped areas and its impacts on microclimates and human and wildlife habitats. The methodologies employed to reduce Heat Island Effect of the nonbuilding structures are using materials with high Solar Reflectance index (SRI) on the paving materials of the parking area and using shading materials such as using vegetation. The pervious paving material that will be used in parking area is light in color preferably white with Solar Reflectance Index of at least 29. Meanwhile, the parking area will have vegetation to reduce the heat island effect and cool the air through evapotranspiration. Native trees to Iba, Zambales such as Mango, Pines, Narra and other deciduous trees will be planted in the area to serve as shades. 2. Roof To reduce heat islands and minimize the impacts on microclimates and human and wildlife habitats are the goals of SS Credit 7.2 of GBDC also known as Heat Island Effect – Roof. The methodologies employed on the structure include vegetation in the roofdeck of the market structure and using white paints on the outer building parts. Half of the building roofdeck area or 2137.5 sq. m will be vegetated. Incorporating plants in the roof deck can be very beneficial because they can reduce the heat island effect by replacing heat absorbing surfaces with plants to cool the air through evapotranspiration. Vegetated roofs can also retain stormwater, provide insulating benefits, aesthetically appealing, have longer lifetimes than conventional roofs and often require less maintenance that conventional roof. The plants that will be used on the roof are all native plants in Iba, Zambales to lessen the need for irrigations. Meanwhile, white coated building exterior have a solar reflectance of 0.8 and SRI of 100 and proven to cause a temperature rise on the structure of only 10 degrees Celsius.

32 

Water Efficiency (WE) 1. Water Efficient Landscaping The intent of Water Efficient Landscaping is to limit or eliminate the use of potable water or other natural surface or subsurface water resources available on or near the project site for landscape irrigation. Water Efficient Landscaping corresponds to WE Credit 2 of BDC. The amount of potable water consumption for irrigation based on baseline computation is 310.2381 cu. m. The designed potable water consumption for irrigation is 143.7549 cu. m or 166.4832 cu. m (53. 663%) potable water reduction. Reduction in potable water used is due to the utilization of rainwater and treated wastewater. Rainwater during January, where there is the least rainwater (3mm/month) lessen the consumption by 6.4125 cu. m. Meanwhile, the harvested treated wastewater from constructed wetland pond contributed 100 cu. m for irrigation (See Water Efficient Landscaping for Computation).  Calculation of Water Collected from Rainfall Table 7.Average Rainfall Data of Iba, Zambales (PAGASA, 2013) Month January February March April May June July August September October November December

Precipitation (mm) 3 3 3 4 232.9 350.8 679.8 733.1 505 176.6 67.2 4

Calculations are based on Irrigation during January where precipitation is minimum. January Rainwater Harvest Water Collected = January Rainfall X Half of Roof Area 1m Water Collected = (3mm x x 2137.5 m2 ) 1000mm Water Collected = 6.4125 cu. m

33  Design Case Calculation Vegetation: 1. Trees 2. Shrubs 3. Groundcover  Trees Area Covered: 36,017.28 sq. ft Irrigation Type: Drip, Efficiency = 0.9 Evapotranspiration Rate of Region III, ETO = 6.8 in Species Factor, kS = 0 (Native Plant) Density Factor, kD = 1 Microclimate Factor, kMC = 1 Landscape Coefficient, KL KL = kL x kS x kD KL = 0 x 1 x 1 KL = 0 Project Evapotranspiration Rate, ETL ETL = ETO x KL ETL = 6.8 x 0 ETL = 0 in Total Water Applied (TWA), gal ETL TWA = ( Area x Efficiency ) x 0.6233 gal/sf/in TWA = 0 gal  Shrubs Area Covered: 18,592.704 sq. ft. Irrigation Type: Drip, Efficiency = 0.9 Evapotranspiration Rate of Region III, ETO = 6.8 in Species Factor, kS = 0.2 Density Factor, kD = 1 Microclimate Factor, kMC = 1.3 Landscape Coefficient, KL KL = kL x kS x kD KL = 0.2 x 1 x 1.3 KL = 0.26

34 Project Evapotranspiration Rate, ETL ETL = ETO x KL ETL = 6.8 x 0.26 ETL = 1.768 in Total Water Applied (gal) ETL TWA = ( Area x Efficiency ) x 0.6233 gal/sf/in TWA = 22765.6 gal  Groundcover Area Covered: 15,331.6 sq.m Irrigation Type: Drip, Efficiency = 0.9 Evapotranspiration Rate of Region III, ETO = 6.8 in Species Factor, kS = 0.5 Density Factor, kD = 1 Microclimate Factor, kMC = 1.2 Landscape Coefficient, KL KL = kL x kS x kD KL = 0.5 x 1 x 1.2 KL = 0.6 Project Evapotranspiration Rate, ETL ETL = ETO x KL ETL = 6.8 x 0.6 ETL = 4.08 in Total Water Applied (gal) ETL TWA = ( Area x Efficiency ) x 0.6233 gal/sf/in TWA = 43,321.6gal

Subtotal TWA = 0 + 22,765.6 + 43,321.6 Subtotal TWA = 66,087.2 gal or 250,167 L or 250.167 cu.m Total Potable Water Applied (TPWA) TPWA = Subtotal TWA- (January Water Harvest + Water Harvested from Wetlands) TPWA = 250.167 cu.m – (6.4125 cu.m + 20 cu. m ) TPWA = 223.755 cu. m

35  Baseline Case Calculation Vegetation: 1. Shrubs 2. Trees  Shrubs Area Covered: 34,970.832 sq. ft. Irrigation Type: Sprinkler, Efficiency = 0.625 Evapotranspiration Rate of Region III, ETO = 6.8 in Species Factor, kS = 0.5 Density Factor, kD = 1 Microclimate Factor, kMC = 1.3 Landscape Coefficient, KL KL= kL x kS x kD KL = 0.5 x 1 x 1.3 KL = 0.65 in Project Evapotranspiration Rate, ETL ETL = ETO x KL ETL = 6.8 x 0.65 ETL = 4.42 in Total Water Applied (gal) ETL TWA = ( Area x Efficiency ) x 0.6233 gal/sf/in TWA = 154,151 gal  Trees Area Covered: 34970.832 sq. ft. Irrigation Type: Sprinkler, Efficiency = 0.625 Evapotranspiration Rate of Region III, ETO = 6.8 in Species Factor, kS = 0.5 Density Factor, kD = 1 Microclimate Factor, kMC = 1 Landscape Coefficient, KL KL= kL x kS x kD KL = 0.5 x 1 x 1 KL = 0.5 Project Evapotranspiration Rate, ETL ETL = ETO x KL ETL = 6.8 x 0.5 ETL = 3.4 in

36 Total Water Applied (gal) ETL TWA = ( Area x Efficiency ) x 0.6233 gal/sf/in TWA = 118,577 gal

TWA = 154,151 gal + 118, 577 gal TWA = 272728 gal or 1032388 L or 1032.39 cu. m

Percentage Reduction of Total Water for Irrigation, %RTW Design TWA %RTW = (1- Baseline TWA ) x 100 223.755 cu.m

%RTW = (1- 1032.39 cu.m ) x 100 %RTW = 78.32 % > 50%

The Design Case has an irrigation water demand of 250.167 cu. m. Harvested water from Constructed Wetlands provides 20 cu. m while January Rainwater harvest provides 6.4125 cu. m. Thus, the potable water use in January is 223.755 cu. m. The baseline case has an irrigation demand of 1032.39 cu. m and uses only potable water. The design case thus achieves a potable water savings of 78.32% and earns 2 points under WE Credit 1.

2. Water Use Reduction The main purpose is to increase water efficiency within buildings to reduce the burden on municipal water supply and wastewater systems. Water Use Reduction corresponds to Water Efficiency Credit 1 of GBDC. This project has employed strategies that in aggregate use at least 20% less water than the water use baseline calculated for the public market. Using water conserving fixtures such as water-less urinals, low flow water closet and low-flow faucets, the project has 44.26608 reduction in water consumption.

37  Design Case Calculation Table 8. Water used of Fixtures (Design Case) Fixture Type

Daily Uses

1. Low-Flow 1 Water Closet (Male) 2. Low-Flow 2 Water Closet (Female) 3. Waterless 1 Urinal (Male)

Flowrate (gpf) 1.1

Flowrate Users (lpf) 4.163953 1082

Water Used 4505.397362

1.1

4.163953

1612

13424.58512

0

0

1082

0

*values from Design Case Calculation of WE Credit 2 4. Restroom Low-Flow Lavatory Faucet Daily Use: 4 Flow rate: 1 Liter Daily Users: 3776 Water Used = Daily Use x Volume x Daily Users Water Used = 4 x 1L x 3776 Water Used = 15,104 liters 5. Wet Section Faucet Daily Use: 30 Flow rate: 1.5 Liter Daily Users: 200 Water Used = Daily Use x Volume x Daily Users Water Used = 30 x 1.5 L x 200 Water Used = 9,000 liters Total Daily Volume, L = 4,505.39736 liters + 13,424.5851 liters + 15,104 liters + 9,000 liters Total Daily Volume, L = 42,033.9825 liters Monthly Volume = Total Daily Volume x 30 days Monthly Volume = 42,033.9825 liters x 30 days Monthly Volume =1,303,053.46 liters or 1,303.053 cu. m

38  Baseline Case Calculation Table 9. Water used of Fixtures (Baseline Case) Fixture Type 1. Water Closet (Male) 2. Water Closet (Female) 3. Urinal (Male)

Daily Uses 1

Flowrate (gpf) 1.6

Flowrate (lpf) 6.056659

Users 1082

Water Used (liters) 6553.305254

2

1.6

6.056659

1612

19526.66926

1

1

3.785412

1082

4095.815784

*values from Baseline Case Calculation of WE Credit 2

4. Restroom Lavatory Faucet Daily Use: 4 Flow rate: 1.892706 L Daily Users: 3776 Water Used = Daily Use x Volume x Daily Users Water Used = 4 x 1.892706 L x 3776 Water Used = 28587.43 liters 5. Wet Section Faucet Daily Use: 30 Flow rate: 2.775969 Liter (20secs of 8.3279 liters per min) Daily Users: 200 Water Used = Daily Use x Volume x Daily Users Water Used = 30 x 2.775969 Lx 200 Water Used = 16,655.8128 liters Total Daily Volume, L = 28,587.43 liters + 16,655.8128 liters Total Daily Volume, L = 75,419.0345 liters

Monthly Volume = Total Daily Volume x 30 days Monthly Volume = 75,419.0345 liters x 30 days Monthly Volume = 2,337,990.07 liters or 2,337.99 cu. m

39 Percentage Reduction of Total Water (PRTW) PRTW = (1-

Design Monthly Volume

Baseline Monthly Volume

1303.053 PRTW = (12337.99

) x 100

) x 100

PRTW = 44.26608 % >40 %

The strategy of using water conserving fixtures contributed 44.26608% reduction of potable water use. The project earns 4% because the reduction is above 40%.

3. Innovative Wastewater Technologies The intent of Innovative Wastewater Technologies is to reduce wastewater generation and potable water demand while increasing the local aquifer recharge. Innovative Wastewater Technologies corresponds to WE Credit 2 of GBDC The use of low-volume fixtures on the building compared to conventional fixtures drastically reduced the sewage generation for the market as lesser volume of water was used. An average of 492.0525 cu. m of rainwater will be harvested per month which is sufficiently enough to supply the need of 234.8012 cu. m need for flushing.  Calculations: Assumptions: Table 10. Market Stalls Ground Floor Fish Section 20 Poultry Section 24 Dried Fish Section 8 Beef Section 24 Hog Section 24 Vegetable Section 48 Fruits Section 52 Concessionaires 36 Second Floor Concessionaires 108 TOTAL

344

40

Table 11. Market Officials Ground Floor 3 Second Floor 3 TOTAL 6 Table 12. Market Buyers TOTAL 2000 Note: 1. 2. 3. 4. 5.

It is assumed that there are 2 vendors each stall. All persons going to the restroom are 40% male and 60% female. Males use water closet and waterless urinals once per day. Market Officials are all male. Female use water closet twice per day.  Design Case Calculation Fixture Type: 1. High Efficiency Toilet Low-Flow Water Closet (Male) Daily Use: 1 Flow rate: 1.1gal/flush or 4.164lit/flush Daily Users: 1082 Sewage Generation = Daily Use x Flow rate x Daily Users Sewage Generation = 1flush x 4.164 lit/flush x 1082 Sewage Generation1 = 4505.397 liters

2. High Efficiency Toilet Low-Flow Water Closet (Female) Daily Use: 2 Flow rate: 1.1gal/flush or 4.164lit/flush Daily Users: 1612 Sewage Generation = Daily Use x Flow rate x Daily Users Sewage Generation = 2flush x 4.164 lit/flush x 1612 Sewage Generation2 = 13424.59 liters 3. Waterless Urinal Daily Use: 1 Flow rate: 0 Daily Users: 1082 Sewage Generation = Daily Use x Flow Rate x Daily Users Sewage Generation = 1flush x 0 lit/flush x 1082 Sewage Generation3 = 0 liters

41

Total Daily Volume, L = Sewage Generation1 +Sewage Generation2 + Sewage Generation3 Total Daily Volume, L = 4505.397 liters + 13424.59 liters + 0 liters Total Daily Volume, L = 17,929.98 liters Monthly Volume = Total Daily Volume x 30 days Monthly Volume = 17929.98 liters x 30 days Monthly Volume = 537,899.5 liters or 537.8995 cu. m

Average Harvested Rainwater Based on the Average Rainfall Data of Iba, Zambales, see Table 7: Total Precipitation = 2762.4 mm Average Precipitation = 230.2 mm Average Harvested Rainwater = Average Rainwater x Receiving Roof Area 1m Average Harvested Rainwater = 230.2 mm x 1000mm x 2137.7 sqm Average Harvested Rainwater = 492.05 cu. m Total Monthly Volume, TMV TMV = Monthly Volume – Average Harvested Rainwater TMV = 537.8995 cu.m – 492.0525 cu. m TMV = 45.85 cu. m  Baseline Case Calculation Fixture Type: 1. Conventional Water Closet (Male) Daily Use: 1 Flow rate: 1.6 gal/flush or 6.0566592 lit/flush Daily Users: 1082 Sewage Generation = Daily Use x Flow rate x Daily Users Sewage Generation = 1flush x 6.0566592 lit/flush x 1082 Sewage Generation1 = 6,553.31 liters 2. High Efficiency Toilet Low-Flow Water Closet (Female) Daily Use: 2 Flow rate: 1.6gal/flush or 6.0566592 lit/flush Daily Users: 1612

42 Sewage Generation = Daily Use x Flow rate x Daily Users Sewage Generation = 2flush x 6.0566592 lit/flush x 1612 Sewage Generation2 = 19,526.7 liters 3. Conventional Urinal Daily Use: 1 Flow rate: 3.785412 liters/flush Daily Users: 1082 Sewage Generation = Daily Use x Flow rate x Daily Users Sewage Generation = 1flush x 3.785412 lit/flush x 1082 Sewage Generation3 = 4,095.82 liters Total Daily Volume, L = Sewage Generation1+Sewage Generation2 + Sewage Generation3 Total Daily Volume, L = 6553.31liters + 19526.7 liters + 4095.82liters Total Daily Volume, L = 30,175.8 liters Monthly Volume = Total Daily Volume x 30 days Monthly Volume = 30,175.8 liters x 30 days Monthly Volume = 905,274 liters or 905.274 cu.m

Percentage Reduction of Total Water, PRTW PRTW = (1-

Design Monthly Volume

Baseline Monthly Volume

45.847 PRTW = (1905.274

) x 100

) x 100

PRTW = 94.9356 % > 50 %

The strategy of using water conserving fixtures and rainwater contributed 94.9356% reduction of potable water use. The project earns 2% because the reduction is above 50%. 

Low Emitting Materials

The main purpose is to reduce the quantity of indoor air contaminants that are odorous, irritating and/or harmful to the comfort and well-being of installers and occupants

43 1. Adhesives and Sealants All adhesives and sealants used on the interior of the market structure must not exceed the Volatile Organic Compound (VOC) limits. Table 13. Adhesives and Sealants and their VOC Limit Applications VOC Limit (g/L less Water) Ceramic Tile Adhesives 65 Drywall and Panel Adhesives 50 Multipurpose Construction Adhesives 70 Structural Glazing Adhesives 100 PVC Welding 510 Wood Adhesives 30 Fiberglass 80 Porous Material (except wood) 50 Nonmembrane Roof 300 Roadway 250 Architectural Primers, nonporous 250 Architectural Primers, porous 775 2. Paints and Coatings Paints and Coatings used on the interior of the market building must not exceed the Volatile Organic Compound (VOC) limits. Table 14. Coatings and their VOC Limit VOC Limit (g/L minus exempt Coating compounds) Bond Brakers 275 Clear Wood Finishes (Varnish, Sanding Sealers) 350 Clear Wood Finishes (Lacquer) 680 Clear Brushing Lacquer 680 Concrete-Curing Compounds 100 Fire Proofing Exterior Coatings 350 Clear Fire Retardant Exterior Coatings 650 Pigmented Fire Retardant Exterior Coatings 350 Floor Coatings 50 Graphic Arts Coatings 500 Mastic Coatings 300 Metallic Pigmented Coatings 500 Multicolor Coatings 250

44 Nonflat Coatings Primers, sealers, under coaters Quick-dry Enamels Quick-dry Primers, Sealers, Undercoats Waterproofing Sealers Waterproofing Concrete, masonry sealers Wood PreservativeBelow Ground 

50 100 50 100 100 100 350

Controllability of Systems- Lighting

The purpose is to provide a high level of lighting system control by individual market users and promote their productivity, comfort and well-being. Controllability of Systems-Lighting corresponds to Indoor Environment Quality (IEQ) Credit 6.1 of Green building design and construction. The design of the public market provided 100% individual lighting controls to the market vendors to enable them to adjust for individual needs and preferences



Rainwater Harvesting

The design of the two-story reinforced concrete public market includes rainwater harvesting. The main purpose of including it in the design is to reduce the potable water use and to reduce storm water runoff. With the introduction of Rainwater harvesting system and water saving fixtures, the market water consumption to restrooms water requirements has a reduction of 94.9356% compared to baseline cases where the rainwater was not utilized. Rainwater will also be used for irrigating the vegetation. The Design of Water Catchment is based on the Average rainfall of Iba, Zambales gathered by PAGASA Iba, Station; and the receiving area of rainfall which is half the area of the roof deck. The average rainfall of Iba, Zambales is 230.2mm on a receiving area of 2,137.5 sq. m roofdeck, thus on a monthly basis, 492.053 cu. m of rainwater is being collected. To fully store the 492.053 cu. m rainwater, the designed water collection system has two units of rainwater cisterns having a capacity of 250 cu. m each.

45 

Cost – Benefit Analysis of Green Roof In analyzing the cost benefit of green roof, the researchers adopted the study done by U.S. General Services Administration (GSA) Office of Federal HighPerformance Green Buildings entitled GSA Green Roof Benefits and Challenges. Green roof sizes vary greatly depending to the kind of project either commercial or institutional. In cash flow presented in the study, the relative costs, cost-saving benefits and added value of a green roof over a 50-year timeframe was then accounted for and discounted back to present value. The cost benefit model includes inflation, growth rates for labor and materials, energy, stormwater, community benefits, diminishing returns (based on expected increase in supply), a discount rate evaluation, a 50-year timeline and community (public) benefits of green roofs.

Figure 5. Green Roof Installation Costs (GSA, 2013) Based on the graph, as the green roof size area increases, the installation cost decreases and vice versa. This only proves that green roofs have significant contributions to the reduction of costs due to stormwater management, energy consumption and others. According to the study of GSA (2013), it is defined that Net Present Value (NPV) is a measure of the potential profitability of an investment. It takes the expected value of the future costs and benefits associated with this investment, and accounts for the effect of inflation. A positive net present value means an investment will produce greater returns over the time frame being considered than an alternate investment. It is also identified that Internal Rate of Return (IRR) is a measure of the expected annual financial benefit yielded by an investment over a given time frame. Moreover, payback is the number of years it takes to recoup an initial investment through the income from that investment and Return on Investment (ROI) is percent of money gained or lost on an investment, relative to the initial cost.

46 In the design of a two-story reinforced concrete public market, half of the roof deck area or 2,137.5 sq. m or 23,007.86 ft2 of space will be planted with vegetation. This analysis is to present average costs and benefits on utilizing a green roof. Based on the results of the study, these were generated: (Assuming $1.00 = ₱44.00) Table 15. Cost-Benefit Analysis Results of Green Roof TWO-STOREY REINFORCED CONCRETE PUBLIC MARKET

ROOF SIZE (ft2)

ROOF SIZE (m2)

units

23,007.86

units

2,137.50

Impact on Owners/Occupants/Investors Initial Premium (extra cost of installing a green roof instead a black roof)

($10.85)

$/ft2 of roof

(PHP 477.40)

₱/m2 of roof

NPV of Installation, Replacement, & Maintenance

($17.47)

$/ft2 of roof

(PHP 768.68)

₱/m2 of roof

NPV of Stormwater (savings from reduced infrastructure improvements and/or stormwater fees)

$13.47

$/ft2 of roof

PHP 592.68

₱/m2 of roof

NPV of Energy, (energy savings from cooling and heating)

$7.26

$/ft2 of roof

PHP 319.44

₱/m2 of roof

Net Present Value (installation, replacement & maintenance + stormwater + energy NPV)

$3.25

$/ft2 of roof

PHP 143.44

₱/m2 of roof

5.43%

Internal Rate of Return (IRR) Payback, years

6.00 231.48%

Return on Investment (ROI) Other Financial Impacts (less realizable) NPV of CO2e (emissions, sequestration & absorption)

$2.10

$/ft2 of roof

PHP 92.40

₱/m2 of roof

NPV of Community Benefits (biodiversity, air quality, heat island, etc.)

$30.40

$/ft2 of roof

PHP 1,337.60

₱/m2 of roof

The results demonstrated that over a 50-year period: the installation, replacement and maintenance of a green roof has the greatest negative impact on net present value at a cost of approximately ₱768.68 per square meter of roof; stormwater and energy savings make up for this cost by providing a benefit of approximately ₱592.68 per square meter of roof; and benefits to the community have the greatest positive impact on net present value at a savings of almost ₱1,337.60 per square meter of roof.

47 In regards to the ROI, a one peso invested in a green roof today suggests a return of ₱1.31 in today’s pesos after 50 years or in other words, the green roof investment is the same as an average, alternative investment of 4.63%. Moreover, it takes six years to get back the initial investment through the income. As discussed in the study of GSA, it is stated that the added cost of installing a green roof is mostly made up for by its increased longevity; however, the added maintenance costs are significant. Over a 50-year period, the stormwater, energy, carbon dioxide equivalent (CO2e, which measures the potential global warming effect of a greenhouse gas) and community earnings of green roofs more than made up for the increased premium of installing and maintaining them. Also, it is declared that the fewer floors a building has, the greater the energy savings are for a green roof compared to a conventional roof. Moreover, the greater the surface area, the greater the stormwater management savings are for a green roof. 

Cost – Benefit Analysis of Rainwater Harvesting System and Constructed Wetlands Table 16. Volume of Water Collected Monthly from Rainwater Harvesting System Month

Precipitation (mm)

January 3 February 3 March 3 April 4 May 232.9 June 350.8 July 679.8 August 733.1 September 505 October 176.6 November 67.2 December 4 Total rainwater collected per year

Water Collected (m3) 6.4125 6.4125 6.4125 8.55 497.82375 749.835 1453.0725 1567.0013 1079.4375 377.4825 143.64 8.55 5904.63

Table 16 shows the volume of water collected monthly and its total volume per annum. For the constructed wetlands, it is assume that 20 cubic meters is the minimum volume of water collected from it.

48 Table 17. Cost-Benefit Analysis Results of Rainwater Harvesting System and Constructed Wetlands TWO-STOREY REINFORCED CONCRETE PUBLIC MARKET RAINWATER HARVESTING SYSTEM Installation Cost Maintenance & Operation Costs

PHP PHP

Volume of Harvested Rainwater

25,000.00

units

1,500,000.00 ₱ per year m3/year

5,904.63

CONSTRUCTED WETLANDS Installation Cost

PHP

8,000,000.00

Maintenance & Operation Costs PHP 200,000.00 ₱ per year Volume of Collected Water 240.00 m3/year 9,500,000.00 Total Installation Cost PHP 225,000.00 ₱ per year Total Maintenance and Operation Cost PHP VOLUME OF WATER NEEDED FOR: (Baseline Case) Landscape Irrigation 12,388.68 m3/year Lavatory and faucet 16,830.49 m3/year Flushing 10,863.24 m3/year 40,082.41 m3/year Total Total Cost PHP 1,992,095.88 VOLUME OF WATER NEEDED FOR: (Design Case) Landscape Irrigation 3,002.00 Lavatory and faucet 8,966.69 Flushing 6,669.95 18,638.65 Total Net Potable Water Needed for Landscape Irrigation, Lavatory, Faucet and Flushing Total Cost Volume of Water Saved Savings by applying water conserving techniques, utilizing rainwater harvesting system and constructed wetlands Payback, years Return on Investment (ROI), %

₱ per year m3/year m3/year m3/year m3/year

12,494.02 620,952.60 27,588.40

m3/year ₱ per year m3/year

PHP 1,146,143.28

₱ per year

PHP

8.29 141.29%

Table 17 presents the cost-benefit analysis of utilizing a rainwater harvesting system, constructed wetlands and with the application of water conserving techniques. This help to minimize the usage of potable water in the public market. The installation cost of rainwater harvesting system and constructed wetlands are approximately ₱1,500,000 and ₱8,000,000, respectively. It is estimated that the maintenance and operation costs per annum are ₱25,000 and ₱200,000, correspondingly. Data used in the analysis are based on the results of calculation of water efficiency in the case of baseline and design. Baseline case is used to determine the actual volume of water needed for landscape irrigation, lavatory and faucet as well as

49 water used for flushing. Meanwhile, in design case, applications of water conserving techniques such as low flow fixtures are applied. For the analysis, the designers considered the savings earned annually from the investment. Based on the commercial rates set by National Waterworks and Sewerage Authority (NAWASA) which supply water in Iba, Zambales, ₱49.70 is the consumption charge per cubic meter if the water utilized is over 500 m3. As presented in Table 17, the net potable water needed for landscape irrigation, lavatory, faucet and flushing is 12,494.02 m3/year. Hence, ₱1,146,143.28 is the savings gained per annum by applying water conserving techniques, utilizing rainwater harvesting system and constructed wetlands. In this savings, the total maintenance and operations cost per year are already deducted. Furthermore, with the results, it can be seen that it takes 8.29 years to get back the initial investment from the income. And with regards to the return on investment, a 20-year period is considered which demonstrated an alternative investment of 7.06%. 

Cost – Benefit Analysis of Porous Pavement in Parking Lot Table 18. Cost-Benefit Analysis Results of Porous Pavement Parking Lot Area

6,000.00 7,175.94

units m2 yard2

Traditional Concrete Construction Cost

Maintenance Cost

$ 98.10 $ PHP $ 2.99 $ 21,456.06 PHP 944,066.67

$/yard2 703,959.71 30,974,227.42 $/yard2 per annum $ per annum ₱ per annum

$ 51.27 $ PHP $ 1.44 $ 10,333.35 PHP 454,667.56 PHP PHP

$/yard2 367,910.44 16,188,059.53 $/yard2 per annum $ per annum ₱ per annum 14,786,167.89 489,399.11 33.08

Porous Pavement Construction Cost

Maintenance Cost Savings in Construction Cost Savings in Maintenance Cost per annum Payback, years

Table 18 shows a cost-benefit analysis of utilizing porous pavement rather than a traditional concrete in parking lots of the public market. Data used in the analysis are adopted from the results presented by Engr. Melissa McFadden in City of Olympia. From the results, ₱14,786,167.89 can be saved from the construction cost while ₱489,399.11 from the maintenance cost yearly. Hence, based on the data that are analyzed, it takes 33.08 years to get back the initial investment from the savings of using porous pavement.

50

4.6

CONCLUSION AND RECOMMENDATIONS 4.6.1 Conclusion The structural system of the two-story reinforced concrete public market was designed to make it safe and economical. The design has employed various strategies to increase vegetation, decrease storm water runoff, reduce heat island effect, recycle wastewater, reduce water consumption for irrigation and flushing toilets, and make the market userfriendly by using low-emitting materials and make them control the lighting system. A total of 7,185 sq. m of vegetation was included in the project as it will help in the reduction of storm water runoff, aesthetically pleasant and reduce heat island effect through evapotranspiration. Due to large magnitude of annual precipitation, a total of 5,904.63 cu. m of storm water is being collected and stored in two-rainwater cistern, which have a capacity to hold 250cu.m each. Almost 44.27% of potable water is being saved by utilizing storm water and using water saving fixtures and techniques just like using waterless urinals and low-flow water closets. The project also includes a wastewater treatment system through a 7,020 sq. m Subsurface Horizontal Flow Constructed Wetlands which will treat market effluents that will be stored in a pond for irrigating vegetation. With all the strategies employed, using LEED Green Building Design and Construction, the two-story reinforced concrete public market garnered a total of 16 credits.

4.6.2 Recommendations The design of the structure garnered only 16 credits out of 110 possible credits, the group recommends further studies and deployment of more strategies for the market to be a LEED Certified Green Market. In addition to that, the project does not include the design of plumbing, electrical and detailed designs of the constructed wetlands and rainwater cisterns. The group recommends further studies to make the project better.

51

CHAPTER 5 DETAILED ENGINEERING DESIGN

5.1

LOADS AND CODES (STRUCTURAL ENGINEERING) 5.1.1

Introduction

The structural codes used in the design of two-story green public market conform to the National Structural Code of the Philippines (NSCP) 2010 Volume 1 (Buildings and other Vertical Structures) and to the American Concrete Institute (ACI) Code for Buildings. Minimum design loads are considered based from the NSCP 2010, as well as the seismic considerations. For the seismic loadings, ETABS were used and complied with the Uniform Building Code (UBC) 1997 requirement. The roof deck will carry the load prescribed by the ASTM E 2397: Standard Practice for Determination of Dead Loads and Live Loads associated with Green Roof Systems. It is assumed that the thickness of the saturated media that will be used for green roofing is about 4 inches. Drain material and plants were assumed to be 3 psf (0.144 kPa) and 2 psf (0.096 kPa) respectively.

5.1.2

Dead Load

Dead loads were assumed due to the setting of the public market. Public market is used to have a simple architectural design so the materials used for having the dead load are as follows:

Table 19. Roof Deck Dead Load ROOF DECK Green Roof: Drain Material Saturated Media (4 inches thick) Plants TOTAL Ceiling: Suspended steel channel system Mechanical and electrical duct allowance TOTAL

0.144 kPa 1.46 kPa 0.096 kPa 1.7 kPa 0.1 kPa 0.3 kPa 0.4 kPa

52 Floor Finish: Cement finish on stone-concrete fill (25mm) TOTAL TOTAL SDL Perimeter Wall (Parapet 1m high): 150mm thickness, Full grout, 19.6 kN/m3

1.53 kPa 1.53 kPa 3.63 kPa 3.3 kN/m

Table 20. Second Floor Dead Load SECOND FLOOR Ceiling: Suspended steel channel system Mechanical and electrical duct allowance TOTAL Floor Finish: Cement finish on stone-concrete fill (25mm) TOTAL Partition: CHB Wall TOTAL TOTAL SDL

0.1 kPa 0.3 kPa 0.4 kPa 1.53 kPa 1.53 kPa 1.0 kPa 1.0 kPa 2.93 kPa

Table 21. Ground Floor Dead Load GROUND FLOOR Floor Finish: Cement finish on stone-concrete fill (25mm) TOTAL Partition: CHB Wall TOTAL TOTAL SDL 5.1.3

1.53 kPa 1.53 kPa 1.0 kPa 1.0 kPa 2.53 kPa

Live Load

The ground floor will not carry live loading since slab-on-grade will be utilized. On the second floor, wholesale stores will be expected which is equivalent to 6.0 kPa of load. Roof deck will carry live load for exit facilities (4.8 kPa) instead of using the live load prescribed by the ASTM E 2397 which is only 20 psf (1.0 kPa) for green roofing.

53

ROOF DECK SECOND FLOOR 5.1.4

Table 22. Live Load Exit Facilities Wholesale

4.8 kPa 6.0 kPa

Earthquake Load Parameters

Earthquake parameters were established based from the material to be used for the design, seismic zone, occupancy, and distance from a fault line, soil type, and structural system. Seismic load computation was done by the ETABS software. The structure is located 6 km away from the Iba Fault Line. Ct = 0.0731 (Concrete) Seismic Zone 4, z = 0.4 Importance Factor I = 1.0 (Standard Occupancy Structures) Source Type A (distance from Iba Fault is about 6km) Na = 1.18 Nv = 1.52 Soil Type, SD Ca = 0.44Na Cv = 0.64Nv Overstrength Factor, R = 3.5 (OMRF Concrete) 5.1.5

Load Combinations

The load factors considered in the design are the following: dead load, live load, and seismic load. Wind loading as a lateral load was not considered since the structure is only 9 meters above the ground, and the structure is very near to a fault line making the earthquake load more critical than the wind load as a lateral load. U = 1.2 DL + 1.6 LL U = 1.2 DL + 1.0 LL + 1.0 E U = 0.9 DL + 1.0 E U = 1.4 DL where: DL = dead load (self-weight and super-imposed) LL = live load E = seismic load

54

5.2

STRUCTURAL DESIGN

The structural design of the Green Public Market was done using some design softwares. For the design of reinforced concrete beams and columns, the designers used ETABS software. For the design of slabs, the designers created a program using Microsoft Excel to solve for the required reinforcements. The results of these designs are shown on Appendix A and B. 5.2.1

Design of Beams

The design of beams will show flexure and shear only. From the ETABS software, the steel requirement for longitudinal reinforcement is given. The design for shear reinforcement is manually calculated due to the variations of values of shears in every beam. Although there are 179 beams to be designed per floor, sample computation for the most stressed beam is shown to have an idea on the design of other beams. Also, ETABS can tell whether the section is adequate or not through an error message in the table output. Using the most stressed beam B159 from STORY 2 (B400x700): 

Design for Longitudinal Reinforcement

b = 400 mm h = 700 mm f’c = 27 MPa fy = 415 MPa (longitudinal reinforcement) fyt= 276 MPa (shear reinforcement) φmain = 20 mm (db, first assumption) φstir= 10 mm CC = 40 mm (concrete cover) d = h – CC - φstir – (1/2)*φmain= 700 – 40 – 10 - (1/2)*20 d = 640 mm From ETABS Concrete Design (Steel Area Requirement):

Figure 6. B159 Story 2

55 Using φ-20 mm reinforcing bars: π π Abar = ∅2 = (20)2 = 314.16 mm2 4 4 @ left support Astop = 1705mm2 Asbot = 1773 mm2 As no. ofbars = Abar 1706 no. ofbars(top) = = 5.43 say 𝟔 𝐛𝐚𝐫𝐬 314.16 1773 no. ofbars(bot) = = 5.64 say 𝟔 𝐛𝐚𝐫𝐬 314.16 @ midspan Astop = 925mm2 Asbot = 2407 mm2 As no. ofbars = Abar 925 no. ofbars(top) = = 2.94 say𝟑𝐛𝐚𝐫𝐬 314.16 2407 no. ofbars(bot) = = 7.66 say𝟖𝐛𝐚𝐫𝐬 314.16 @right support Astop = 4188 mm2 Asbot = 1918 mm2 As no. ofbars = Abar 4188 no. of bars (top) = = 13.33 say 𝟏𝟒 𝐛𝐚𝐫𝐬 314.16 1918 no. of bars (bot) = = 6.11 say 𝟕 𝐛𝐚𝐫𝐬 314.16 Bar Spacing: b − 2CC − 2∅stir − ∅main (no. ofbars) − 1 = Soc − ∅main > 25 mm or db whichever is smaller Soc =

Sclear For 3 bars

300 − 2(40) − 2(10) − (20) (3) − 1 𝐒𝐨𝐜 = 𝟗𝟎 𝐦𝐦 Sclear = 90mm − 20 mm Sclear = 70 mm OK!

Soc =

56 For 6 bars 300 − 2(40) − 2(10) − (20) (6) − 1 𝐒𝐨𝐜 = 𝟓𝟔𝐦𝐦 Sclear = 56 mm − 20 mm Sclear = 36 mm OK!

Soc =

For 7 bars 300 − 2(40) − 2(10) − (20) (7) − 1 𝐒𝐨𝐜 = 𝟒𝟔. 𝟔𝟔 𝐦𝐦 Sclear = 46.66mm − 20 mm Sclear = 26.66 mm OK!

Soc =

For 8 bars 300 − 2(40) − 2(10) − (20) (8) − 1 𝐒𝐨𝐜 = 𝟒𝟎 𝐦𝐦 Sclear = 40mm − 20 mm Sclear = 20 mm NOT OK!

Soc =

Hence, for 8 bars and 14 bars, bundle is needed. See plan layout for B159 STORY 2 for more details. Summary: @ LEFT SUPPORT Top Use 6 φ-20 mm reinforcing bars spacing at 56 mm O.C. Bottom Use 6φ-20 mm reinforcing bars spacing at 56 mm O.C. @ MIDSPAN Top Use 3 φ-20 mm reinforcing bars spacing at 180 mm O.C. Bottom Use 8 φ-20 mm reinforcing bars. See B159 STORY 2 Plan Layout for bundle layout. @ RIGHT SUPPORT Top Use 14 φ-20 mm reinforcing bars. See B159 STORY 2 Plan Layout for bundle layout. Bottom Use 7 φ-20 mm reinforcing bars spacing at 46.66 mm O.C.

57  Design for Shear Reinforcement From ETABS Shear Diagram Output:

Figure 7. Shear and Moment Diagram for Beam B159 Using d = 640 mm, bw = 400 mm, ф = 0.75, f’c = 27 MPa @ distance d from left support Vu = -294.28 kN @ distance d from the right support Vu = 43.73 kN

58 Shear strength provided by concrete: Vc = 0.17√f′cbw d Vc = 0.17√27(400)(640) Vc = 226.14 kN ∅Vc = 169.60 kN 1 ∅V = 84.80 kN 2 c At 50 mm from each supports, 1 stirrup will be provided. Shear reinforcement design from Left Support: @ distance d from left support Vu = -294.28 kN SinceVu > ∅Vc, we need to calculate the shear strength Vs provided by the stirrup. Vn =

Vu ∅

Vs = Vn − Vc =

Vu − Vc ∅

294.28 − 226.14 0.75 Vs = 166.23 kN

Vs =

Check for shear strength requirement, Vs ≤ 0.66√f′cbw d 166.23 ≤ 0.66√27(400)(640) 166.23 kN ≤ 877.94 kNOK! Using a box stirrup, Av = 2 Astir π Av = 2( (10)2 ) 4 Av = 157.08 mm2 Spacing, Av fy d Vs (157.08)(275)(640) s= 157079 s = 176 mmsay 175 mm s=

59 Checking for maximum spacing, When Vs ≤ 0.33√f′cbw d, maximum spacing is d/2 or 600 mm (whichever is smaller) otherwise d/4 or 300 mm (whichever is smaller). Vs ≤ 0.33√f′cbw d 166.23 ≤ 0.33√27(400)(640) 166.23 ≤ 438.97 kNOK! d s = or 600 mm 2 640 s= or 600 mm 2 s = 320 mmor 600 mm Therefore, use 175 mm spacing. @ distance 0.9 m from left support Vu = -280.15 kN SinceVu > ∅Vc, we need to calculate the shear strength Vs provided by the stirrup. Vu − Vc ∅ 280.15 Vs = − 226.14 0.75 Vs = 147.39 kN Vs =

Spacing, Av fy d Vs (157.08)(275)(640) s= 147393.33 s = 187.75 mmsay𝟏𝟖𝟓𝐦𝐦 s=

Therefore, use 185 mm spacing. @ distance 1.2 m from left support Vu = -263.85 kN SinceVu > ∅Vc, we need to calculate the shear strength Vs provided by the stirrup. Vu Vs = − Vc ∅ 263.85 Vs = − 226.14 0.75 Vs = 125.66 kN

60 Spacing, Av fy d Vs (157.08)(275)(640) s= 125660 s = 220 mm s=

Therefore, use 220 mm spacing.

@ distance 1.5 m from left support Vu = -247.55 kN SinceVu > ∅Vc, we need to calculate the shear strength Vs provided by the stirrup. Vu − Vc ∅ 247.55 Vs = − 226.14 0.75 Vs = 103.93 kN Vs =

Spacing, Av fy d Vs (157.08)(275)(640) s= 103926.67 s = 266 mm say 265 mm s=

Therefore, use 265 mm spacing. @ distance 1.8 m from left support Vu = -231.25 kN SinceVu > ∅Vc, we need to calculate the shear strength Vs provided by the stirrup. Vu − Vc ∅ 231.25 Vs = − 226.14 0.75 Vs = 82.19 kN Vs =

61 Spacing, Av fy d Vs (157.08)(275)(640) s= 82193.33 s = 336 mmsay 320 mm s=

Therefore, use 320 mm spacing. Based from ETABS, the shear value equivalent to ∅Vc = 169.60 kNis at 1 distance 2.90 m from the left support and the shear value equivalent to 2 ∅Vc = 84.80 kN is at distance 4.50 m from the left support. Thus, at the distance between 1.80 m and 2.90 m, the spacing of stirrups is 320 mm. At the distance between 2.90 m and 4.50 m, minimum shear reinforcements will be provided; and at distance between 4.50 m and 6.86 m, no stirrups will be provided because the 1 maximum shear exist at this range is 43.73 kN which is less than 2 ∅Vc . For the minimum shear reinforcement, s = d/2 or 600 mm (whichever is smaller). Thus, the spacing at the distance between 1.80 m and 2.90 m is 320 mm. Summary: Using ф10 mm box stirrups Table 23. Summary of Shear Reinforcements Spacing Length Total distance from support 1 @ 50 mm 50 mm 50 mm 5 @ 175 mm 875 mm 925 mm 2 @ 185 mm 370 mm 1295 mm 1 @ 220 mm 220 mm 1515 mm 2 @ 265 mm 530 mm 2045 mm 8 @ 320 mm 2560 mm 4605 mm No stirrups 2845 mm 7450 mm 1 @ 50 mm 50 mm 7500 mm

5.2.2

Design of Columns The design of columns will include longitudinal reinforcement and ties. From ETABS software output, steel area requirement is given for longitudinal reinforcement. The ETABS used interaction diagram for the design of the longitudinal reinforcement. For the design of ties, codes were used for the maximum spacing allowed. All columns have the same size (C500x500) and have the same steel area requirement.

62 

Design for Longitudinal Reinforcement

b = 500 mm h = 500 mm f’c = 27 MPa fy = 415 MPa (main) fy = 276 MPa (ties) φmain = 20 mm (db, first assumption) φties= 10 mm CC = 40 mm (concrete cover) From ETABS Concrete Design (Steel Area Requirement):

Figure 8. Typical Column As = 2500 mm2 Abar = 314.16 mm2 As no. ofbars = Abar 2500 no. ofbars = 314.16 no. of bars = 7.95 say 𝟖 𝐛𝐚𝐫𝐬 

Design for Ties

Using the requirement for spacing of ties 16 × db = 16 × 20 = 320 mm 48 × tiediameter = 48 × 10 = 480 mm least dimension of the column = 500 mm Therefore, use 320 mm ties spacing.

63 Summary:  Use 8-ф10 mm for longitudinal reinforcement  Use ф10 mm ties spacing at 320 mm o.c. 5.2.3

Design of Slabs In the design of slabs, two-way behavior will be analyzed. Using ACI Moment Coefficient Method, the design of some typical slabs will make the design conservative and economical. The slab-on-grade (first floor/ground floor slab) will not be shown here since it carries only compressive stresses. Initial assumption for slab thickness, slab perimeter 180 7500 × 4 h= 180 h = 166.66 say 170 mm h=



Design for Corner Slabs (one-end discontinuous at both spans, CASE 4)

Figure 9. Corner Slabs

α=

Eb Ib Es Is

Since Eb = Es (same material for beam and slab),

64

α=

Ib Is

1.4bh3 Ib = 12

1.6bh3 Ib = 12

where: Ib = moment of inertia about centroidal axis of gross section of beams Is = moment of inertia about centroidal axis of gross section of slab or h3/12 times width of slab defined in notations α and β α = ratio of flexural stiffness of beam section of flexural stiffness a width of slab bounded laterally by centerline of adjacent panel (if any) in each side of beam From beams with dimensions 400 mm x 700 mm b = 400 mm h =700 mm From the initial thickness of slab h = 170 mm α=

Ib Is

For edge beams with 3.75 m slab width

α=

1.4

(400)(700)3

12 (3750)(170)3 12

α = 10.43

65 For interior beams with 7.5 m slab width

α=

1.6

(400)(700)3

12 (7500)(170)3 12

α = 5.96 10.43 + 5.96 αm = 2 αm = 8.20 > 2.0 Hence, the minimum thickness for slab is defined by fy

h=

ln (0.8 + 1400) 36 + 9β

but not less than 90 mm. ln = length of clear span in long direction of two-way construction, measured face to face of beams or other supports in other cases β = ratio of clear spans in long-to-short direction of two-way slabs Solving for the minimum thickness of slab ln = 7500 − 400 ln = 7100 mm 7500 − 400 β= 7500 − 400 β=1 fy

h= h=

ln (0.8 + 1400)

36 + 9β 415 (7100)(0.8 + 1400)

36 + 9(1) h = 𝟏𝟕𝟐. 𝟗𝟗 𝐬𝐚𝐲180 mm > 90 mm OK! Therefore, the minimum thickness for corner slabs is 180 mm. Using the ACI Moment Coefficient Method, Ma = Ca wla 2 Mb = Cb wlb 2 where, Ca ,Cb = tabulated moment coefficients w = uniform load, in kPa la, lb = length of clear span in short and long direction respectively

66 

Design of Corner Slabs on Roof Deck

From ROOF DECK Loads wself = γconc x thickness = 24 x 0.18 = 4.32 kPa wDL = 3.63 kPa + 4.32 kPa = 7.95 kPa wLL = 4.8 kPa Clear span of slab la = lb = 7.1 m m=1 From moment coefficient tables (Case 4) Ca = Cb = 0.05 (Coefficient for negative moment) Ca = Cb = 0.027 (Coefficient for dead load positive moment) Ca = Cb = 0.032 (Coefficient for live load positive moment) Since the condition of the long span is the same as that of the short span, the design for reinforcement is as follows: For negative moment at continuous end wu = 1.2wDL + 1.6wLL wu = 1.2(7.95) + 1.6(4.8) wu = 17.42 kPa Mneg = −Cwu l2 Mneg = −0.05(17.42)(7.1)2 Mneg = −43.91 kN − m For positive moment Mpos = CDL wuDL l2 + CLL wuLL l2 Mpos = (0.027)(1.2)(7.95)(7.1)2 + (0.032)(1.6)(4.8)(7.1)2 Mpos = 25.37 kN − m For negative moment at discontinuous end 1 Mneg = − Mpos 3 1 Mneg = − (25.37 ) 3 Mneg = −8.46 kN − m

67 SUMMARY (Corner Slabs on Roof Deck) Using φ12 mm reinforcing bars, with 20 mm concrete cover Table 24. Reinforcements for Corner Slabs on Roof Deck Continuous Edge Midspan Discontinuous Edge Mu -43.91 25.37 -8.46 kN-m b h d Ru

1000 180 154 2.05721

1000 180 154 1.18860

1000 180 154 0.39620

ρ ρmin

0.00520 0.00337

0.00294 0.00337

0.00096 0.00337

ρ use As

0.00520 801.08

0.00337 519.52

0.00337 519.52

Abar

113.10

113.10

113.10

s smax

140 140

215 215

215 215

s use

140

215

215

mm mm mm MPa

mm2 mm2 mm mm mm

 Design of Corner Slabs on Second Floor From 2nd Floor Loads wself = γconc x thickness = 24 x 0.18 = 4.32 kPa wDL = 2.93 kPa + 4.32 kPa = 7.25 kPa wLL = 6.0 kPa Clear span of slab la = lb = 7.1 m m=1 From moment coefficient tables (Case 4) Ca = Cb = 0.05 (Coefficient for negative moment) Ca = Cb = 0.027 (Coefficient for dead load positive moment) Ca = Cb = 0.032 (Coefficient for live load positive moment) Since the condition of the long span is the same as that of the short span, the design for reinforcement is as follows: For negative moment at continuous end wu = 1.2wDL + 1.6wLL wu = 1.2(7.25) + 1.6(6.0) wu = 18.3 kPa Mneg = −Cwu l2 Mneg = −0.05(18.3)(7.1)2 Mneg = −46.13 kN − m

68 For positive moment Mpos = CDL wuDL l2 + CLL wuLL l2 Mpos = (0.027)(1.2)(7.25)(7.1)2 + (0.032)(1.6)(6.0)(7.1)2 Mpos = 27.33 kN − m For negative moment at discontinuous end 1 Mneg = − Mpos 3 1 Mneg = − (25.37 ) 3 Mneg = −9.11 kN − m

SUMMARY (Design of Corner Slabs on Second Floor) Using φ12 mm reinforcing bars, with 20 mm concrete cover Table 25. Reinforcements for Corner Slabs on Second Floor Continuous Edge Midspan Discontinuous Edge Mu -46.13 27.33 -9.11 kN-m b h d Ru

1000 180 154 2.16122

1000 180 154 1.28043

1000 180 154 0.42681

ρ ρmin

0.00548 0.00337

0.00318 0.00337

0.00104 0.00337

ρ use As

0.00548 843.80

0.00337 519.52

0.00337 519.52

Abar

113.10

113.10

113.10

s smax

130 130

215 215

215 215

s use

130

215

215

mm mm mm MPa

mm2 mm2 mm mm mm

69 

Design for Edge Slabs (one-end discontinuous at a span, both ends continuous at the other span, CASE 8 or CASE 9)

Figure 10. Edge Slabs From the initial thickness of slab h = 170 mm α=

Ib Is

For edge beam with 3.75 m slab width

α=

1.4

(400)(700)3

12 (3750)(170)3 12

α = 10.43 For interior beams with 7.5 m slab width

α=

1.6

(400)(700)3

12 (7500)(170)3 12

α = 5.96

70 10.43 + 3(5.96) 4 αm = 7.08 > 2.0

αm =

fy

h=

ln (0.8 + 1400) 36 + 9β

≥ 90 mm

Solving for the minimum thickness of slab ln = 7500 − 400 ln = 7100 mm 7500 − 400 β= 7500 − 400 β=1 h= h=

ln (0.8 +

fy

)

1400

36 + 9β 415 (7100)(0.8 + 1400)

36 + 9(1) h = 172.99 say180 mm ≥ 90 mm OK! Therefore, the minimum thickness for slabs on edge is 180 mm. 

Design of Edge Slabs on Roof Deck

From ROOF DECK Loads wself = γconc x thickness = 24 x 0.18 = 4.32 kPa wDL = 3.63 kPa + 4.32 kPa = 7.95 kPa wLL = 4.8 kPa Clear span of slab la = lb = 7.1 m m=1 From moment coefficient tables (Case 8 or 9) Ca = Cb = 0.061 (Coefficient for negative moment) Ca = Cb = 0.023 (Coefficient for dead load positive moment) Ca = Cb = 0.030 (Coefficient for live load positive moment) Along span with discontinuous end: For negative moment at continuous end wu = 1.2wDL + 1.6wLL wu = 1.2(7.95) + 1.6(4.8) wu = 17.42 kPa Mneg = −Cwu l2 Mneg = −0.061(17.42)(7.1)2 Mneg = −53.57 kN − m

71 For positive moment

Mpos

Mpos = CDL wuDL l2 + CLL wuLL l2 = (0.023)(1.2)(7.95)(7.1)2 + (0.030)(1.6)(4.8)(7.1)2 Mpos = 22.68 kN − m

For negative moment at discontinuous end 1 Mneg = − Mpos 3 1 Mneg = − (22.68 ) 3 Mneg = −7.56 kN − m Along span without discontinuous end: For negative moment at continuous end wu = 1.2wDL + 1.6wLL wu = 1.2(7.95) + 1.6(4.8) wu = 17.42 kPa Mneg = −Cwu l2 Mneg = −0.061(17.42)(7.1)2 Mneg = −53.57 kN − m For positive moment

Mpos

Mpos = CDL wuDL l2 + CLL wuLL l2 = (0.023)(1.2)(7.95)(7.1)2 + (0.030)(1.6)(4.8)(7.1)2 Mpos = 22.68 kN − m

72 SUMMARY (Edge Slabs on Roof Deck) Using φ12 mm reinforcing bars, with 20 mm concrete cover Table 26. Reinforcements for Edge Slabs on Roof Deck Continuous Edge Midspan Discontinuous Edge Mu -53.57 22.68 -7.56 kN-m b h d Ru

1000 180 154 2.50979

1000 180 154 1.06257

1000 180 154 0.35419

ρ ρmin

0.00642 0.00337

0.00262 0.00337

0.00086 0.00337

ρ use As

0.00642 988.74

0.00337 519.52

0.00337 519.52

Abar

113.10

113.10

113.10

s smax

110 110

215 215

215 215

s use

110

215

215

mm mm mm MPa

mm2 mm2 mm mm mm

NOTE: Use the data of continuous edge and midspan for the design of the span without discontinuous edge.  Design of Edge Slabs on Second Floor From SECOND FLOOR Loads wself = γconc x thickness = 24 x 0.18 = 4.32 kPa wDL = 2.93 kPa + 4.32 kPa = 7.25 kPa wLL = 6.0 kPa Clear span of slab la = lb = 7.1 m m=1 From moment coefficient tables (Case 8 or 9) Ca = Cb = 0.061 (Coefficient for negative moment) Ca = Cb = 0.023 (Coefficient for dead load positive moment) Ca = Cb = 0.030 (Coefficient for live load positive moment) Along span with discontinuous end: For negative moment at continuous end wu = 1.2wDL + 1.6wLL wu = 1.2(7.25) + 1.6(6.0) wu = 18.3 kPa

73 Mneg = −Cwu l2 Mneg = −0.061(18.3)(7.1)2 Mneg = −56.27 kN − m For positive moment Mpos = CDL wuDL l2 + CLL wuLL l2 Mpos = (0.023)(1.2)(7.25)(7.1)2 + (0.030)(1.6)(6.0)(7.1)2 Mpos = 24.61 kN − m For negative moment at discontinuous end 1 Mneg = − Mpos 3 1 Mneg = − (24.61 ) 3 Mneg = −8.20 kN − m Along span without discontinuous end: For negative moment at continuous end wu = 1.2wDL + 1.6wLL wu = 1.2(7.25) + 1.6(6.0) wu = 18.3 kPa Mneg = −Cwu l2 Mneg = −0.061(18.3)(7.1)2 Mneg = −56.27 kN − m For positive moment Mpos = CDL wuDL l2 + CLL wuLL l2 Mpos = (0.023)(1.2)(7.25)(7.1)2 + (0.030)(1.6)(6.0)(7.1)2 Mpos = 24.61 kN − m

74 SUMMARY (Edge Slabs on Second Floor) Using φ12 mm reinforcing bars, with 20 mm concrete cover Table 27. Reinforcements for Edge Slabs on Second Floor Continuous Edge Midspan Discontinuous Edge Mu -56.27 24.61 -8.20 kN-m b h d Ru

1000 180 154 2.63629

1000 180 154 1.15300

1000 180 154 0.38433

ρ ρmin

0.00677 0.00337

0.00285 0.00337

0.00093 0.00337

ρ use As

0.00677 1042.04

0.00337 519.52

0.00337 519.52

Abar

113.10

113.10

113.10

s smax

105 105

215 215

215 215

s use

105

215

215

mm mm mm MPa

mm2 mm2 mm mm mm

NOTE: Use the data of continuous edge and midspan for the design of the span without discontinuous edge. 

Design for Interior Slabs (both ends continuous at both spans, CASE 2)

Figure 11. Interior Slabs

75 From the initial thickness of slab h = 170 mm α=

Ib Is

For interior beams with 7.5 m slab width α=

1.6

(400)(700)3

12 (7500)(170)3 12

α = 5.96 αm = 5.96 > 2.0 h=

ln (0.8 +

fy

)

1400

36 + 9β

≥ 90 mm

Solving for the minimum thickness of slab ln = 7500 − 400 ln = 7100 mm 7500 − 400 β= 7500 − 400 β=1 fy

h= h=

ln (0.8 + 1400)

36 + 9β 415 (7100)(0.8 + 1400)

36 + 9(1) h = 172.99 say180 mm ≥ 90 mmOK! Therefore, the minimum thickness for interior slabs is 180 mm.  Design of Interior Slabs for Roof Deck From ROOF DECK Loads wself = γconc x thickness = 24 x 0.18 = 4.32 kPa wDL = 3.63 kPa + 4.32 kPa = 7.95 kPa wLL = 4.8 kPa Clear span of slab la = lb = 7.1 m m=1 From moment coefficient tables (Case 2) Ca = Cb = 0.045 (Coefficient for negative moment) Ca = Cb = 0.018 (Coefficient for dead load positive moment) Ca = Cb = 0.027 (Coefficient for live load positive moment)

76 Along both span: For negative moment at continuous end wu = 1.2wDL + 1.6wLL wu = 1.2(7.95) + 1.6(4.8) wu = 17.42 kPa Mneg = −Cwu l2 Mneg = −0.045(17.42)(7.1)2 Mneg = −39.52 kN − m For positive moment Mpos = CDL wuDL l2 + CLL wuLL l2 Mpos = (0.018)(1.2)(7.95)(7.1)2 + (0.027)(1.6)(4.8)(7.1)2 Mpos = 19.11 kN − m

SUMMARY (Interior Slabs on Roof Deck) Using φ12 mm reinforcing bars, with 20 mm concrete cover Table 28. Reinforcements for Interior Slabs on Roof Deck Continuous Edge Midspan Mu

-39.52

19.11

b h d Ru

1000 180 154 1.85154

1000 180 154 0.89532

ρ ρmin

0.00466 0.00337

0.00220 0.00337

ρ use As

0.00466 717.28

0.00337 519.52

Abar

113.10

113.10

s smax

155 155

215 215

s use

155

215

kN-m mm mm mm MPa

mm2 mm2 mm mm mm

77  Design of Interior Slabs on Second Floor From Second Floor Loads wself = γconc x thickness = 24 x 0.18 = 4.32 kPa wDL = 2.93 kPa + 4.32 kPa = 7.25 kPa wLL = 6.0 kPa Clear span of slab la = lb = 7.1 m m=1 From moment coefficient tables (Case 2) Ca = Cb = 0.045 (Coefficient for negative moment) Ca = Cb = 0.018 (Coefficient for dead load positive moment) Ca = Cb = 0.027 (Coefficient for live load positive moment) Since the condition of the long span is the same as that of the short span, the design for reinforcement is as follows: For negative moment at continuous end wu = 1.2wDL + 1.6wLL wu = 1.2(7.25) + 1.6(6.0) wu = 18.3 kPa Mneg = −Cwu l2 Mneg = −0.045(18.3)(7.1)2 Mneg = −41.51 kN − m For positive moment Mpos = CDL wuDL l2 + CLL wuLL l2 Mpos = (0.018)(1.2)(7.25)(7.1)2 + (0.027)(1.6)(6.0)(7.1)2 Mpos = 20.96 kN − m

78 SUMMARY (Interior Slabs on Second Floor) Using φ12 mm reinforcing bars, with 20 mm concrete cover Table 29. Reinforcements for Interior Slabs on Second Floor Continuous Edge Midspan Mu

-41.51

20.96

b h d Ru

1000 180 154 1.94477

1000 180 154 0.98199

ρ ρmin

0.00490 0.00337

0.00242 0.00337

ρ use As

0.00490 755.15

0.00337 519.52

Abar

113.10

113.10

s smax

145 145

215 215

s use

145

215

kN-m mm mm mm MPa

mm2 mm2 mm mm mm

79

5.3

DESIGN OF FOUNDATION (GEOTECHNICAL ENGINEERING) 5.3.1

Introduction

Geotechnical engineering has a very important part in the design of the public market. This field focuses on the foundation of the building which will carry the load of the superstructure. It needs further investigation of the soil to consider all types of failure that might occur upon loading. The project is located in Palanginan, Iba, Zambales. The group had decided to look for reliable data on soil investigation and use the data within Palanginan. The sample geotechnical report presents the result of the geotechnical investigation for the above cited bridge project of the DPWH – Zambales First District Engineering Office. The investigation work involving borehole drilling was carried out in December 2012 by Quantum Material Testing and Inspection Laboratory Corporation in accordance to its contract with proponent. The purpose of the investigation is to determine the general subsurface condition at the site by test boring with SPT sampling and to evaluate the results with respect to the concept and foundation design of the proposed structure. The samples obtained from the boreholes were tested for engineering classification and strength determination. The report covers the methodology of field and laboratory investigations. Subsurface conditions and includes the geotechnical evaluation of the site, estimation of the allowable soil bearing capacity and settlement analysis required for the foundation design. One boring with a depth of 30m below the present ground level along the alignment of the bridge site was carried out with the use of a rotary drilling machine. The drilling work was executed on the whole day of December 14, 2012 following the ASTM procedures. The borehole was advanced by wash boring and standard penetration test SPT performed every 1.50 meter of depth measured from the ground surface. Initially, an NW-casing was driven into the ground using the driver hammer weighing 63.5 kg up to a depth of 0.50 m. The section of the casing which was driven into the ground was cleaned up to the bottom by wash boring. The term “wash boring” refers to the process in which a hole is advanced by combination of chopping and jetting to break the soil or rock into small fragments called cuttings and washing to remove cuttings from the hole. The tools used consist of drill rods with a chopping bit at the bottom and a water swivel and lifting bail at the top. This is connected to the water pump by a heavy duty hose attached to the water swivel. This assembly is attached to the cathead by means of a rope which passes through the sheave and ties to the lifting bail. The tools are then lowered to the

80 level of soil in the casing, and water under pressure is introduced at the bottom of the hole by means of water passages in the drill rods and the chopping bit. At the same time, the bit is raised and dropped by means of the rope attached to the lifting bail. Each time the rods are dropped they are also partially rotated manually by means of a wrench placed around the rods. The latter process helps to break up the material at the base of the hole. The resulting cuttings are carried to the surface in the drilling water which flows in the annular space between the drill rods and the inside of the casing. The process is continued until the depth for taking SPT samples is reached. The Standard Penetration Test (SPT) was used to extract relatively distributed samples from the borehole at intervals not exceeding 1.50 meters. This was done by driving a standard split-barrel sampler with the following specifications: : Make : Outside Diameter : Inside Diameter : Length

: Std. Sprague and Henwood Type : 5.40 cm : 3.50 cm : 61.0 cm

This split-barrel sampler is attached to the end of a string of rods and is driven into the ground by means of blows from a donut type or center-hole cell hammer weighing 63.50 kg. The hammer is dropped repeatedly and freely from a height of 76.2 cm into a special anvil until the required 45.0 cm penetration is attained. The sample is initially driven a distance of 15.0 cm to seat it on undisturbed soil and the blow count also recorded (unless the weight of the assembly sinks the sampler, so no N can be counted). The blow count for each of the next two 15cm-increment is summed up and used as the penetration number N, unless the last increment cannot be completed either from encountering rock/gravelly layer or the blow count exceeds 50. Where N-blow counts exceeds to 50, the test is stopped and the penetration attained is recorded as a denominator to the number of blows e.g. 50/10 meaning 50 blows for 10 cm penetration. This would be indicated as “refusal” in the borehole log. The method described above is the standard penetration tests (SPT). N-values derived from the borings are reflected in appropriate columns in the Final Borehole Log in Appendix A. Samples extracted were identified and placed in properly marked airtight plastic bags. Using the data from a soil report on the bridge construction in Palanginan, the group had an idea on the value of the soil bearing capacity in the area. There are two options in designing the foundation, whether the group will use isolated footing, or mat foundation. Isolated square footing was adapted since the columns are square in shape, the footing is shallow, and the column to column distance is relatively far.

81 The design method adapted was ultimate strength design, and the codes were based from the NSCP 2010. Service loads and factored loads were based from the ETABS Support Reaction Output. The supports were assumed to be hinged since footing tie beams was established to minimize bending moment carried by the footing. There are 101 isolated square footing designed, and all complied with the requirement of the structural code. Using the ETABS Support Reaction Output, the service dead load and service live load will be used to solve for the plan dimension. With the net bearing capacity, and using the simple stress formula, the dimension of the square footing can be assumed. To estimate the thickness, two types of failure should be considered; oneway shear failure which considers failure at effective depth distance from the face of the column, and two way shear failure which considers failure at half the effective depth distance from each face of the column. Ultimate strength design formulas from NSCP 2010 will be used to solve for the effective depth and by adding the main bar diameter and the concrete cover, the thickness can be estimated. For steel reinforcements, cantilever type of beam is assumed for the bending of footing due to upward soil pressure. The column-footing connection is assumed to be rigid, and so it will restrain moment due to soil pressure, and will resist shear due to soil pressure as well. Ultimate strength design formulas from NSCP 2010 will also be used to solve for the steel requirement on both direction. Since it is a square footing, the required number of bars will be the same for both directions. The design of foundation will show the design of isolated square footing for the support that carries the greatest axial load.

5.3.2

Footing Design

For a column with square cross section, square footing will be used. Since the column to column distance is 7.5m, we can use isolated square footing. Given: f’c = 27 MPa fy = 415 MPa CC = 75 mm (for footing) Φmain = 20 mm

82 From ETABS Support Reactions Output: PDEAD = 1117.34 kN PSDL = 532.86 kN PLL = 631.95 kN PDL = PDEAD + PSDL PDL = 1117.34 + 532.86 PDL = 1650.20 kN PLL = 631.95 kN From soil information verified by an engineer in Iba, Zambales Df = 2.50 m (depth of footing) qa gross = 240 kPa (gross allowable soil bearing capacity) γsoil = 15.6 kN/m3 Hence, q anet = q agross − γsoil Df kN q anet = 240kPa − (15.6 3 ) (2.50 m) m kN q anet = 240 kPa − (15.6 3 ) (2.50 m) m q anet = 201 kPa The plan dimension of the footing can be solved by PDL + PLL q anet = Aftg Using an isolated square footing, Aftg = B2 PDL + PLL q anet = B2 1650.20 kN + 631.95 kN 201 kPa = B2 B = 3.37 msay 3.4 m Therefore, use a 3.4 m x 3.4 m square footing. For the design thickness, consider both shear failures.

83 One-way Shear Failure:

Figure 12. One-Way Shear Failure Vuactual = Vucapacity where: Vuactual = q u Ashaded Pu qu = Aftg Pu = 1.2PDL + 1.6PLL Vucapacity = ∅Vc Vc = 0.17√f’cbw d 1.2(1650.20) + 1.6(631.95) 3.42 q u = 258.77 kPa = 0.25877 MPa 3400 500 Ashaded = ( − − d) (3400) 2 2 Ashaded = (1450 − d)(3400) qu =

84 Vuactual = Vucapacity 0.25877(1450 − d)(3400) = (0.75)(0.17)(√27)(3400)(d) d = 407.28 mm Two-way Shear Failure:

Figure 13. Two-way Shear Failure Vuactual = Vucapacity where: Vuactual = q u Ashaded Vucapacity = ∅Vc Vc = 0.33√f’cbw d Ashaded = 34002 − (500 + d)2 Vuactual = Vucapacity 2 0.25877[3400 − (500 + d)2 ] = (0.75)(0.33)(√27)(4)(500 + d)(d) d = 552 mm Since d in two-way shear failure is greater than d in one-way shear failure, use d = 552 mm.

85 1 t = d + ∅maina + ∅mainb + CC 2 1 t = 552 + (20) + (20) + 75 2 t = 657 mmsay 675 mm Therefore, use t = 675 mm. For the required steel reinforcement,

Figure 14. Typical Footing Assuming that the column is rigid, we can have a cantilever beam with a uniform load of 258.77 kPa times the length of the beam along the other direction. w = 258.77 kPa × 3.4 m w = 879.82 kN/m Maximum moment occurs at the edge of the column, z Mu = w(z)( ) 2 3.4 0.5 z= − 2 2 z = 1.45 m 1.45 Mu = (879.82)(1.45)( ) 2 Mu = 924.91 kN − m From the Ultimate Strength Design Method Mu = ∅R u bd2 Mu Ru = ∅bd2 Φ = 0.9 b = 3400 mm d = 675 – 75 – 20 – 10 = 570 mm

86 924.91 × 106 Ru = (0.9)(3400)(570)2 R u = 0.93031 MPa 0.85f ′ c 2R u ρ= (1 − √1 − ) fy 0.85f ′ c

ρ=

ρmin

0.85(27) 2(0.93031) (1 − √1 − ) (415) 0.85(27)

ρ = 0.00289 1.4 √f′c = or (which ever is larger) fy 4fy 1.4 √27 ρmin = or 415 4(415) ρmin = 0.00337 or 0.00313 ρmin = 0.00337

Hence, use ρ = 0.00337 As = ρbd As = 0.00337(3400)(570) As = 6531.06 mm2 Using φ20 mm reinforcing bars, Abar = 314.16 mm2 As no. ofbars = Abar 6531.06 no. ofbars = 314.16 no. ofbars = 20.79 say 21 bars b − 2CC − ∅main Soc = (no. ofbars) − 1 3400 − 2(75) − (20) Soc = (21) − 1 Soc = 161.5 mm say 160 mm Sclear = 160 − 20 = 140 mm OK! SUMMARY: Use 3.4 m x 3.4 m footing, with a thickness of 675 mm having 21 ф20 mm reinforcing bars spaced at 160 mm o.c. on both directions.

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5.4

RAINWATER CISTERN DESIGN (ENVIRONMENTAL ENGINEERING)

Developments in our surroundings have an impact on our natural environment, economy, health and productivity. Management of environmental resources to protect human health and the systems that support life is one of the biggest challenges facing modern society. Discoveries in building science, technology, and operations are now available to designers, builders, operators and owners who want to build green and maximize both economic and environmental performance. In recognition of the interdisciplinary nature of these challenges, our project provides the education needed to address current and future environmental issues. Environmental Engineering is a diverse field that focuses on the sustainable use and preservation of natural resources anthropogenic interactions in an increasing urbanized world. Environmental engineering is the integration of science and engineering principles to improve the natural environment, to provide healthy water, air, and land for human habitation and for other organisms, and to remediate pollution sites. Furthermore it is concerned with finding plausible solutions in the field of public health, such arthropod-borne diseases, implementing law which promote adequate sanitation in urban, rural and recreational areas. It involves waste water management and air pollution control, recycling, waste disposal, radiation protection, industrial hygiene, environmental sustainability, and public health issues as well as a knowledge of environmental engineering law. It also includes studies on the environmental impact of proposed construction projects. Environmental engineers study the effect of technological advances on the environment. To do so, they conduct hazardous-waste management studies to evaluate the significance of such hazards, advice on treatment and containment, and develop regulations to prevent mishaps. Environmental engineers also design municipal water supply and industrial wastewater treatment systems as well as address local and worldwide environmental issues such as the effects of acid rain, global warming, ozone depletion, water pollution and air pollution from automobile exhausts and industrial sources.. Environmental "civil" engineers focus on hydrology, water resources management, bioremediation, and water treatment plant design. Environmental "chemical" engineers, on the other hand, focus on environmental chemistry, advanced air and water treatment technologies and separation processes. The project involves various methodologies to make it a Green building by using Constructed Wetlands, Rainwater Harvesting System and Green Roofing. Green building practices can substantially reduce or eliminate negative environmental impacts through high-performance, market-leading design, construction, and operations practices. As an added benefit, green operations and management reduce operating costs, enhancing building marketability, increase workers’ productivity and reduce potential liability resulting from air quality problems.

88 The first methodology employed in the project is placing a Constructed Wetlands. Constructed wetlands are natural way to remove the pathogens and remove the contaminants in a wastewater. It is an artificial wetland created as a new or restored habitat for native and migratory wildlife, for anthropogenic discharge such as wastewater, stormwater runoff, or sewage treatment, for land reclamation after mining, refineries, or other ecological disturbances such as required mitigation for natural areas lost to a development. Constructed wetlands can provide effective, economical, and environmentally-sound treatment of wastewater as well as serve as wildlife habitats. This Constructed wetland is a secondary treatment process that is the water will undergo pretreatments processes that include settling tanks; and oil and grit removal. In a constructed wetland, a variety of treatment processes then takes place such as filtration, sedimentation, and biological degradation, which together effectively remove the contaminants in domestic wastewater. In general, constructed wetlands require little operation and maintenance when compared with technical treatment systems. Constructed wetlands system can be classified into three types: Free Water Surface, Subsurface Flow Systems and Aquatic Plan Systems. In this project, Subsurface Flow is being used. Constructed Wetlands is a type of constructed wetland that essentially consists of shallow basins filled with coarse sand or gravel as filter material. Locally available wetland plants are grown on the surface of the filter bed, and pretreated wastewater flows through the bed horizontally below the surface. Meanwhile, another method employed in this project is through rainwater harvesting. Rainwater harvesting is the accumulation and deposition of rainwater for reuse before it reaches the aquifer. Uses include water for garden, water for livestock, water for irrigation, etc. In many places the water collected is just redirected to a deep pit with percolation. The harvested water can be used as drinking water as well as for storage and other purpose like irrigation. The design of rainwater cistern can be established using the rainfall data from the PAGASA. Rainwater can be collected from the roof deck, and will be used for flushing toilets and irrigation for on-site vegetation. Based on the Average Rainfall Data of Iba, Zambales, see Table 7: Total Rainfall 2762.4 mm = 12 12 Average Rainfall = 230.2 mm = 0.2302 m

Average Rainfall =

Area of Rainwater Collection = 1/2 (Total Roof Area) = 1/ 2 (4275 sq. m) Area of Rainwater Collection = 2137.5 sq. m Volume of Water Collected = Average Rainfall × Area of Water Collection Volume of Water Collected = 0.2302 m × 2137.5sq. m Volume of Water Collected = 492.0525 cu. m.

89 Therefore, the total volume of water that can be harvested is 492.0525 cu. m. The design capacity of the rainwater cistern is 250 cu. m each. Two rainwater cisterns will be installed in the structure to fully accommodate the 492.0525 rainwater harvest. Lastly, the structure includes a Green Roofing System. The methodologies employed on the structure include vegetation in the roofdeck of the market structure and using white paints on the outer building parts. Half of the building roofdeck area or 2,137.5 sq. meters will be vegetated. Incorporating plants in the roof deck can be very beneficial because they can reduce the heat island effect by replacing heat absorbing surfaces with plants to cool the air through evapotranspiration. Vegetated roofs can also retain stormwater, provide insulating benefits, aesthetically appealing, have longer lifetimes than conventional roofs and often require less maintenance that conventional roof. The plants that will be used on the roof are all native plants in Iba, Zambales to lessen the need for irrigations. Meanwhile, white coated building exterior have a solar reflectance of 0.8 and SRI of 100 and proven to cause a temperature rise on the structure of only 10 degrees Celsius. To further make the project a green building, aside from employing Constructed Wetlands, Rainwater Harvesting System and Green Roofing, the design of the structure also involves techniques to reduce water consumption, lessen the heat island effect on the structure, maximized open space, and reduce the quantity of indoor air contaminants that are odorous, irritating and/or harmful to the comfort and well-being of installers and occupants.

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CHAPTER 6 PROMOTIONAL MATERIAL The promotional materials used in this project were made using Google Sketch Up and Adobe Photoshop. See Attachment CD for the walkthrough.

Figure 15. Perspective View

Figure 16. Front Elevation View

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CHAPTER 7 BUDGET ESTIMATION

Bill of Quantities pertains to a document that shows the tendered itemized materials, parts, labors, including all the units and cost in a construction project. In other words, it is the summation of all the costs for a certain project. The bill of quantities of this project is shown in the next pages.

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CHAPTER 8 PROJECT’S SCHEDULE

Name of the Project: Construction of Two- Story Public Market with Constructed Wetlands, Rainwatern Harvesting System, and Green Roofing Location: Brgy. Palanginan, Iba, Zambales Lot Area: 43, 631 sq. meters Project Start: July 8, 2013 Date of Completion: May 30, 2014 Project Duration: 327 Calendar Days

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9 10 11 12

Table 30. Summary of Project Duration CLASSIFICATION DURATION General Requirements 62 Earth Works 139 Concrete Works 170 Masonry Works 47 Plumbing/ Sanitary Works 176 Electrical Works 40 Ceiling Works 23 Architectural Works 80 Specialty Works 49

Table 31. Manpower Utilization Schedule DESIGNATION QUANTITY Project Manager 1 Structural Engineer 1 Rebars/Concreting Works Engineer 1 Formworks Engineer 1 Line/Grade and Earthworks Engineer 1 Electrical Engineer 1 Sanitary Engineer 1 Quality Assurance and Control 1 Officer Accountant 1 CAD Operator 1 Warehouse 1 Purchaser 2

97 Time keeper Foreman Carpenter Steel Man Masonry Electrician Welder Laborer

13 14 15 16 17 18 19 20

1 2 3 4 5 6 7

1 3 5 10 5 3 3 75

Table 32. Equipment Utilization Schedule EQUIPMENT QUANTITY Excavator 2 Hauler 1 Dam Truck 1 Concrete Mixer 4 Elf Truck 2 Pick-up Truck 3 Vibrator 4

See the next pages for Project Schedule.

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CHAPTER 9 CONCLUSION AND SUMMARY

The project, Design of Two-Story Reinforced Concrete Public market with Constructed Wetlands, Rainwater Harvesting System, and Green Roofing which is planned to be constructed in Bgy. Palanginan, Iba Zambales, aims to design a two-story reinforced concrete public market, consisting at least 250 stalls, to include a constructed wetlands for wastewater treatment that is connected to the market; employ strategies to minimize storm water runoff, and to plan a rainwater collection system that will be located at the roof deck of the structure. The designed market structure is composed of reinforced concrete members. The structural system of the Two-story Reinforced Concrete Public Market was designed to make it safe and economical. A total of 344 stalls are incorporated in the market consisting of 200 wet section stalls and 144 concessionaires which is 94 stalls higher compared to the planned 250 stalls. A 7020 sq. m Subsurface Horizontal Flow Constructed Wetlands is connected in the septic vault of the public market which will treat market effluents that will be stored in a 100 cu. m pond. Water impounded in the pond will be used for irrigating the vegetation inside the market area. A total of 7185 sq. m of vegetation was included in the project as it will help in the reduction of storm water runoff, aesthetically pleasant and reduce heat island effect through evapotranspiration. The design of the two-story reinforced concrete public market includes rainwater harvesting system. The main purpose of including it in the design is to reduce the potable water use and to reduce storm water runoff. With the introduction of rainwater harvesting system and water saving fixtures, the market water consumption to restrooms water requirements has a reduction of 94.9356% compared to baseline cases where the rainwater was not utilized. Rainwater will also be used for irrigating the vegetation. The Design of Rainwater Cistern is based on the Average rainfall of Iba, Zambales gathered by PAGASA Iba, Station; and the receiving area of rainfall which is half the area of the roof deck. The average rainfall of Iba, Zambales is 230.2 mm on a receiving area of 2137.5 sq. m roofdeck, thus on a monthly basis, 492.053 cu. m of rainwater is being collected. To fully store the 492.053 cu. m rainwater, the designed water collection system has two units of rainwater cisterns having a capacity of 250 cu. m each.

123 Green Engineering Application: Using LEED Reference Guide for Green Building Design and Construction, the project garnered a total of 16 credit points.  Maximize Open Space Sustainable Sites (SS) Credit 5.2 of Building Design and Construction corresponds to Site Development- Maximize Open Space. The purpose of Maximizing Open Space is to promote biodiversity by providing a high ratio of open space to the area affected by the development of the site or the development footprint. The benefits of having Open Spaces to the Project site includes providing habitat for vegetation and wildlife, reduces the urban heat island effect, increases stormwater infiltration, and provides human population a connection to the surroundings. Iba, Zambales imposed no Local Zoning Requirements for New Constructions. The project location has a total area of 46, 361 sq. m with a building footprint of 4547.25 sq. m, thus the open space area is 41,813.75 with a minimum vegetation area of 4547.25 sq. m.  Stormwater Design Stormwater when in contact with the ground may contain contaminants such as atmospheric deposition, pesticides, fertilizers vehicle fluid leaks or mechanical equipment waste which will pollute adjacent bodies of water. Soil Compaction caused by site development and construction of the Market Structure and the parking area produce a larger quantity of stormwater runoff which can overload pipes and pipes and sewers and damage water quality, affecting navigation and recreation. It can also increase bank full events and erosion, widen channels and cause down cutting of streams. Stormwater Design is further divided into two:  Quantity Control Sustainable Sites (SS) Credit 6.1 of Building Design and Construction corresponds to Stormwater Design-Quantity Control which aims to limit disruption of natural hydrology by reducing impervious cover, increasing on-site infiltration, reducing or eliminating pollution from stormwater runoff and eliminating contaminants To address the problem of increased magnitude of stormwater runoff on the market area, the parking space paving material is pervious so as the water will infiltrate to the ground which helps maintain the natural aquifer recharge cycle and restore stream base flows. An average of 446.155 cu. m of stormwater will also be collected from the roof deck of the structure for non-potable purposes such as flushing toilets and for irrigation. Installation of vegetated roofs also helps in the reduction in the magnitude of stormwater runoff.

124  Quality Control Sustainable Sites (SS) Credit 6.2 of Building Design and Construction corresponds to Stormwater Design- Quality Control which aims to limit disruption and pollution of natural water flows by managing stormwater runoff. Porous Pavements and Constructed Wetlands will be employed to remove up to 90% of Total Suspended solids from the Stormwater runoff which is above the required 80% of the average annual post development load of total suspended solids.  Heat Island Effect  Nonroof Sustainable Sites Credit 7.1 of Building Design and Construction (BDC) corresponds to Heat Island- Nonroof which aims to reduce the thermal gradient difference between developed and undeveloped areas and its impacts on microclimates and human and wildlife habitats. The methodologies employed to reduce Heat Island Effect of the nonbuilding structures are using materials with high Solar Reflectance index (SRI) on the paving materials of the parking area and using shading materials such as using vegetation. The pervious paving material that will be used in parking area is light in color preferably white with Solar Reflectance Index of at least 29. Meanwhile, the parking area will have vegetation to reduce the heat island effect and cool the air through evapotranspiration. Native trees to Iba, Zambales such as Mango, Pines, Narra and other deciduous trees will be planted in the area to serve as shades.  Roof To reduce heat islands and minimize the impacts on microclimates and human and wildlife habitats are the goals of SS Credit 7.2 of BDC also known as Heat Island Effect – Roof. The methodologies employed on the structure include vegetation in the roofdeck of the market structure and using white paints on the outer building parts. Half of the building roofdeck area or 2137.5 sq.m will be vegetated. Incorporating plants in the roof deck can be very beneficial because they can reduce the heat island effect by replacing heat absorbing surfaces with plants to cool the air through evapotranspiration. Vegetated roofs can also retain

125 stormwater, provide insulating benefits, aesthetically appealing, have longer lifetimes than conventional roofs and often require less maintenance that conventional roof. The plants that will be used on the roof are all native plants in Iba, Zambales to lessen the need for irrigations. Meanwhile, white coated building exterior have a solar reflectance of 0.8 and SRI of 100 and proven to cause a temperature rise on the structure of only 10 degrees Celsius.  Water Efficiency (WE)  Water Use Reduction The main purpose is to increase water efficiency within buildings to reduce the burden on municipal water supply and wastewater systems. Water Use Reduction corresponds to Water Efficiency Credit 1 of BDC. This project has employed strategies that in aggregate use at least 20% less water than the water use baseline calculated for the public market. Using water conserving fixtures such as water-less urinals, low flow water closet and low-flow faucets, the project has 44.26608% reduction in water consumption.  Water Efficient Landscaping The intent of Water Efficient Landscaping is to limit or eliminate the use of potable water or other natural surface or subsurface water resources available on or near the project site for landscape irrigation. Water Efficient Landscaping corresponds to WE Credit 2 of BDC. The amount of potable water consumption for irrigation based on baseline computation is 310.2381 cu. m. The designed potable water consumption for irrigation is 143.7549 cu. m or 166.4832 cu. m (53.663%) potable water reduction. Reduction in potable water used is due to the utilization of rainwater and treated wastewater. Rainwater during January, where there is the least rainwater (3mm/month) lessen the consumption by 6.4125 cu.m. Meanwhile, the harvested treated wastewater from constructed wetland pond contributed 100 cu. m for irrigation. (See Water Efficient Landscaping for Computation.)  Innovative Wastewater Technologies The intent of Innovative Wastewater Technologies is to reduce wastewater generation and potable water demand while increasing the local aquifer recharge. Innovative Wastewater Technologies corresponds to WE Credit 2 of BDC. The use of low-volume fixtures on the building compared to conventional fixtures drastically reduced the sewage generation for the market as lesser volume of water was used. An average of 492.0525 cu.m of rainwater will be harvested

126 per month which is sufficiently enough to supply the need of 234.8012cu.m need for flushing. (See Innovative Wastewater Technologies for calculations.)  Low Emitting Materials The main purpose is to reduce the quantity of indoor air contaminants that are odorous, irritating and/or harmful to the comfort and well-being of installers and occupants  Adhesives and Sealants All adhesives and sealants used on the interior of the market structure must not exceed the Volatile Organic Compound (VOC) limits  Paints and Coatings Paints and Coatings used on the interior of the market building must not exceed the Volatile Organic Compound (VOC) limits  Controllability of Systems- Lighting The purpose is to provide a high level of lighting system control by individual market users and promote their productivity, comfort and well-being. Controllability of Systems-Lighting corresponds to Indoor Environment Quality (IEQ) Credit 6.1 of Building Design and Construction. The design of the public market provided 100% individual lighting controls to the market vendors to enable them to adjust for individual needs and preferences.

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CHAPTER 10 RECOMMENDATIONS

The design of Two-Story Reinforced Concrete Public Market with Constructed Wetlands, Rainwater Harvesting System, and Green Roofing does not include further studies about the electrical, plumbing, and detailed designs of the constructed wetlands and rainwater harvesting cistern. The group would like to recommend further studies of the aforementioned parts for the project to be fully workable. The group also recommends further studies about building Sustainability using LEED Guide for Green Building Design and Construction. Only 16 out of 110 possible points is garnered by the project. Employ more strategies to make the structure a LEED certified Green building.

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ACKNOWLEDGEMENT

The group would like to thank the following for their utmost contribution for the accomplishment of the project: First, to Almighty God for his guidance and for giving them all they need to accomplish the project. Second, to the group’s ever supportive parents, Engr. and Mrs. Dela Cruz; Mr. and Mrs. Malolos; and Mr. and Mrs. Tamayo for providing the financial and emotional needs of the members. Third, to the group’s adviser, Engr. Garry G. Alviento for his valuable contribution to the success of the project. For sharing his academic experience and knowledge on the design of the project. Fourth, to Engr. Virgilio Santos, who serves as the group’s second adviser for sharing his ideas for the betterment of the project. Fifth, to Sir Carmelito Tatlonghari, for sharing his ideas and materials about Sustainability. His inputs play a vital role in making the project a Sustainable Structure. Sixth, to Department of Public Works and Highways (DPWH) Bureau of Design, Philippine Atmospheric, Geophysical and Astronomical Services Administration (PAGASA) Main Office, and Iba Engineering Office for giving the group all their needed material for the conduct of the study. Lastly, to their friends especially to Riel Castillo, Kevin Pañoso and TEAM CEENSE 2009 for their support and understanding throughout the duration of the project.

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REFERENCES Active faults and liquefaction susceptibility map of region iii. (n.d.). Retrieved from http://www.phivolcs.dost.gov.ph/images/active.faults/region iii.pdf Association of Structural Engineers of the Philippines. (2010). National structural code of the philippines 2010 volume 1: Buildings, towers and other vertical structures. (6th ed., Vol. 1). ASTM E 2397: Standard practice for determination of dead loads and live loads associated with green roof systems. Brikké, F. (2008). Constructed wetlands: A promising wastewater treatment system for small localities. Retrieved from http://www.wsp.org/sites/wsp.org/ files/publications/ConstructedWetlands.pdf Budhi, M. Soil mechanics and foundations. (3rd ed.). Components of a rainwater harvesting system . (n.d.). Retrieved from http://www.rainwaterharvesting.org/Urban/Components.htm Cueto, A. J. (1993). Development of criteria for the design and construction of engineered aquatic treatment units in texas, in constructed wetlands for water quality and improvement. (G.A. Moshiri ed.). Boca Raton, FL: CRC Press. Distribution of active faults & trenches in the philippines. (n.d.). Retrieved from http://www.phivolcs.dost.gov.ph/images/active.faults/af_trench_with_capitals. pdf Gillesenia, DIT. (2004). Fundamentals of reinforced concrete design. (2nd ed.). Gonzaga, R. (2011, September 12). Zambales vendors to build own market. Retrieved from http://newsinfo.inquirer.net/57697/zambales-vendors-to-buildown-market GSA green roof benefits and challenges. (n.d.). Retrieved from http://www.gsa.gov/portal/mediaId/167839/fileName/Cost_Benefit_Analysis Hafeez, M. M., Chemin, Y., De Gieses, V., & Bouman, B.Field evapotranspiration estimation in central luzon, philippines , using different sensor: Landsat 7 etm , terra modis and aster. New construction & major renovations. (n.d.). Retrieved from http://www.usgbc.org/leed/rating-systems/new-construction Nilson, A. (1997). Design of concrete structures. (12th ed.).

130 Philippine Atmospheric, Geophysical & Astronomical Services Administration. (2013). theColorOfRed. (2012, February 20). The public market and the city: Significance of the public market (part i). Retrieved from http://reflectionsindevelopment.wordpress.com/2012/02/20/the-public-marketand-the-city-significance-of-the-public-market-part-i/ Wikimapia. (2013). Retrieved from wikimapia.org (2009). Leed reference guide for green building design and construction.