Proposed-expansion-of-municipal-hall-in-pototan-iloilo.pdf

PROPOSED EXPANSION OF THE MUNICIPAL HALL IN POTOTAN, ILOILO

A Project Study Report Presented to The Faculty of the Department of Civil Engineering Central Philippine University Jaro, Iloilo City, Philippines

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

by Ciervo, Laurence L. Olaer, Joanna B. Tunguia, Joena May C.

October 2018

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ACKNOWLEDGMENT We would like to express our utmost gratitude to the people who have taken part to the completion of this project study through various combinations of advice and support: To our adviser, Engr. Mary Earl Daryl A. Grio for her warming assistance, insights, probing questions and suggestions for the improvement of our project study especially in the design and computation process; To Engr. Erwin L. Rizardo and Engr. Rodolfo V. Ocate for sharing their expertise in geotechnical engineering, structural computations, and opinions in the design process; To the employees of Pototan Municipal Hall for participating in our survey, giving the needed data in our study and acknowledging our request; To Hon. Tomas Peñaflorida, Municipal Mayor of Municipality of Pototan, for giving his sincere support in making this project study possible; To Sonny Celiz III, a 5th year Architectural Student, for making the design of our study and patience in making every revision in the design; To John Seidel, a 4th year Electrical Engineering Student, for making our electrical plan; To all our classmates and friends for the support, encouragement, help and sharing ideas and skill in computation process and technical concept in working this project; To all our parents for the unconditional support, emotionally and financially, for giving motivational speech, for being the source of inspiration and for all the help needed to finish this project;

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To all the people who shared their ideas, gave their support and partake in this journey especially to the Olaer family for sharing their house whenever we have to stay overnight in making our project study; and And most especially, to the Almighty God for the gift of strength, wisdom, knowledge, courage and determination, and for giving as a life, without you all of these will not be possible. -

The Researchers

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TABLE OF CONTENTS

TITLE PAGE APPROVAL PAGE ACKNOWLEDGMENT……………………………………………………………..……………… i TABLE OF CONTENTS………………………………………………...………………………. iii LIST OF TABLES……………………………………………...…………………..…………......vii LIST OF FIGURES…………………………………………………....………………………....viii ABSTRACT…………………………………………………………………………………...…... ix CHAPTER I

II

III

INTRODUCTION 1.1

Background and Rationale of the Study……………………………………… 1

1.2

Problem Identification....……………………………………….….……………. 4

1.3

Objectives of the Study ……………………...……………..…..……………… 12 1.3.1

General Objective ……………………………………………………… 12

1.3.2

Specific Objectives …………………………………….………………. 12

1.4

Significance of the Study ……….……………………………….………..….... 12

1.5

Scope and Limitations of the Study ………………………..…….……….….. 13

REVIEW OF RELATED LITERATURE 2.1

Related Studies ……………………………………..…………….……………. 14

2.2

Synthesis ………………………..………….…………...………………........... 21

METHODOLOGY 3.1

Design Constraints …….……....……………………………………..…......... 23

3.2

Selection of Project Site ………………..…………..………………..……….. 25

3.3

Contemporary Issues Relevant to the Study ……………………………….. 25

3.4

Design Framework … …………….…………………………………………… 26

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3.5

IV

V

Data Collection and Analysis ………....…………………………..………….. 26 3.5.1

Geotechnical Investigation …………..…………………..……...…… 29

3.5.2

Architectural Design ……….……….…………..……………..…..….. 29

3.5.3

Structural Design ………………………..….…………………............ 29

3.5.4

Material/Cost Estimates ……...……….……………………..……….. 30

3.5.5

Project Scheduling ……..…………..…..…..………………..……….. 30

3.5.6

Resources and Facilities ……………………………………….......... 30

PROJECT AREA 4.1

History of Pototan ………………………………………………………….…... 31

4.2

Geological Location……………….…………………………………..……….. 32

4.3

Topography and Slope ….………….……………………………………........ 32

4.4

Climate ………………..………………………………………………..……….. 32

4.5

Soil Characteristics ……………….…………………………………….……… 33

PROPOSED PROJECT 5.1

5.2

Consideration of Constraints………………………………..…….………….. 34 5.1.1

Client’s Concern and Design Concept………………………..…….. 34

5.1.2

Codes and Regulations……………….………………………………. 35

5.1.3

Green Building Technology and Sustainability…….………….……. 36

5.1.4

Office Layout…………………………………………………….……… 37

5.1.5

Comparison in the Flow of Transaction……………………………… 39

Technical Design………………………………………………………….……. 41 5.2.1

Architectural Design ……..………………………………………….... 41

5.2.2

Structural Design ……….……………………………………………... 41

5.2.2.1

Material Properties……..……………………………………... 41

5.2.2.2

Design Load Specification……………………….……..……. 42

5.2.2.3

Geotechnical Investigation …………………..………………. 42

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5.2.2.4

Seismic Analysis ……………………………………………... 43

5.2.2.5

Electrical Supply ……………………………………………… 44

5.2.2.6

Plumbing Works ……………………………………………… 44

5.3

Project Cost Estimates………………………………………………………… 45

5.4

General Specifications……………………………………….………….......... 45

5.4.3

5.4.1

Concrete and Masonry Works ………………………………………. 46

5.4.2

Plans and Specifications……………………………………..………. 46

Materials and ………………………………………………………………..…. 46 5.4.4

Disposal of Surplus Materials………………………………………… 47

5.4.5

Materials………………………………………………………………… 47

5.4.6

Earthworks …………………………………………………….………. 48

5.4.7

Concrete and Reinforced Concrete …….…………………………… 48

5.4.8

Pouring of Concrete ……………………………………….……………48

5.4.9

Placing of Reinforcement ………………..…………………………… 48

5.4.10 Curing …………………………..………………………………………. 49 5.4.11 Finishing …………………………………………………….………….. 50 5.4.12 Painting ……………………….……………………………….……….. 50 Architectural Plans…………………….………………………………….…………….. 51 Structural Plans…………………….……………………………………………………. 70 Plumbing Plans………………………………………………………………………….. 84 Electrical Plans………………………………………………………………………….. 95 VI

PROJECT IMPLEMENTATION 6.1 Implementing System ……………………………………….……….…………….106 6.2 Financing ………….………………………………………………………..…..….. 106 6.3 Construction Management …………………………………….…………….…… 106

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VII SUMMARY, CONCLUSION AND RECOMMENDATIONS 7.1 Summary…………………………………………………...…………….………….107 7.2 Conclusion ……………………………………………………………………..…...107 7.3 Recommendations……………….……………………………………….……….. 108 REFERENCES…………………………………………………………………………………...110 APPENDICES…………………………………………………………………………………….112 A. PROJECT STUDY BUDGET AND EXPENSES..................................... ……. 113 B. WORK SCHEDULE……………………………………………….…………………115 C. LETTERS, CERTIFICATES AND QUESTIONNAIRES.....................................120 D. GEOTECHNICAL REPORT………………………………………………..…….132 E. PROJECT SCHEDULING………………………………………………………..…143 F. SAMPLE COMPUTATION FOR STRUCTURAL ANALYSIS……………..……146 G. BILL OF MATERIALS…...……………………………….………………………168 H. DESIGNERS’ VITAE………………………………..…….…………………………176

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LIST OF TABLES

Table

Page

1

Criterion for Local Government………………………………………..………… 1

2

Classifications of Municipalities……………………………………………..…… 2

3

Three Separated Buildings and its Offices………………………………..……. 6

4

Offices and Employees in the Pototan Town Hall…………………………..…. 6

5

Offices and buildings to be visited when transacting………………………..… 8

6

Lifespan of Light Bulbs………………………………………………………..….. 36

7

Cost Comparison of Light Bulbs……………………………………………..….. 37

8

Comparison of Existing Building and Proposed Expansion………….…......... 41

9

Loads Used for the Design of Structural Members ………………………..….. 42

10

Geotechnical Properties……………………….……….……………………..….. 43

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Seismic Properties.……………….…….……………….…………………..……. 43

12

Cost Estimates for the Expansion of Municipal Hall.…….…………..………... 43

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LIST OF FIGURES

Table

Page

1

Regional Map of Western Visayas…………………………………………….... 3

2

Boundaries of Pototan………………………….………………..……………..… 3

3

Three Separated Government Buildings……………………...……………..…. 5

4

Location of the Three Government Building in Pototan…..………………..…. 7

5

KALAHI-CIDSS Temporary Office …………………………….………….….…. 9

6

General Services Office (GSO)……………………………………………...….. 10

7

Waiting Area for the Civil Registrar’s Office ....……………………………..…. 10

8

Disorganized priority lane…………………..…………………………………..... 11

9

Rain Water Harvesting System Shecmatic………….…………..……………… 16

10

Proposed Construction of the New Two-Storey Igbaras Municipal Hall…….. 17

11

Office Space Planning………..……………………….………………..……….... 21

12

Design Framework. ………………..…………………...…………..………..…… 26

13

Result of the survey of problems present in Pototan Town Hall for employees and officials…………………..…………..... 27

14

Result of the survey of problems present in Pototan Town Hall for the residents.…………………………………….……… 28

15

First Design Concept for the Pototan Town Hall…………………….……….... 35

16

Second Design Concept for the Pototan Town Hall ……………………....….. 35

17

Current Flow of Business Permit Application……..……………………….…... 39

18

New Flow of Business Permit Application….……..…………………….…….... 40

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PROPOSED EXPANSION OF THE MUNICIPAL HALL OF POTOTAN, ILOILO 1

Laurence L. Ciervo ; 2Joanna B. Olaer ; 3Joena May C. Tunguia

ABSTRACT

A municipal hall, along with other entities, serves as the center of a town’s administration and provides services to the public. Pototan is a first class municipality and well-known for its Festival of Lights every December. The Murrent municipal Hall of Pototan was constructed in 1956 making it as one of the historical buildings in the town. As the economy of Pototan rises, demand in public service also increases which leads to insufficient work space for the employees and separation of offices. To address this problem, it was proposed to expand the current Municipal Hall of Pototan. The proposed project is an expansion of two-storey building made of reinforced concrete. The basis for the structural analysis of reinforced concrete members and design, the National Structural Code of the Philippines (NSCP) 2010, Ultimate Strength Design (USD) were used. Computations and design of the project were made using programs such as AutoCAD, Microsoft Excel, Lumion and Revit. In designing the proposed project, green building technology was adopted such as rain water harvesting system and Light-Emitting Diode (LED) lights. The existing Municipal hall has a total floor area of 420.25 square meters and to be expanded by 203.2 square meters. The expansion will house offices and waiting area. The project has a total duration of 171 days, with a total cost of Php 9,912,836.47 that will come from the fund of local government of Pototan and private sectors that are interested to donate and help in the construction of the project.

Keywords: Municipal Hall, historical building, green building technology, rain water harvesting system

CHAPTER I

INTRODUCTION

1.1 Background and Rationale Before the Spaniards conquered the country, people have already been living and grouping themselves in small villages that ruled by a datu. When the Spaniards took over the country, they founded the town they called that served as the main barangay centers the nature of business, works and place of service for the people. During this time, the indigenous people and the Spanish worked side by side until a local settlement had grown. Since the Philippines was freed from the colonizers, it has been separated by provinces, headed by a governor that act as the main person in decision making, implementing projects, and listening to the concerns of its constituents. In towns or municipalities, Local Government Units (LGUs) have over-all power. At present, there are 1,489 municipalities in the country, are divided into barangays.

Table 1. Criterion for Local Government (Philippine Statistics Authority, 2008) Local Government Unit

Income (Philippine Peso)

Barangay

-

Municipality City Highly Urbanized City Province

2.5 M 20 M 50 M 20 M

Population 2,000/5,000 for Metro Manila and other Metropolitan Political Subdivisions 25,000 150,000 200,000 250,000

Land Area

-

50 sq. km. 100 sq. km. 2,000 sq. km.

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Table 2. Classifications of Municipalities (Philippine Statistics Authority, 2008) Class

Average Annual Income

First Second Third Fourth Fifth Sixth

55 M or more 45 M or more but less than 55 M 35 M or more but less than 45 M 25 M or more but less than 35 M 15 M or more but less than 25 M Below 15 M

Iloilo province is located in the western region of Visayas. It is consist of 42 Municipalities with 1,721 barangays. Based on the 2015 census, municipalities divided into five have over 1,936,423. Pototan is recently considered as one of the first class municipalities in the Province of Iloilo with a population of 75,070 people. The town is composed of fifty barangays with an area of 94 square km, 85% of which is agricultural land (Somo, 2013). The infrastructures that can be seen are evidences of progress and development.

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Figure 1. Regional Map of Western Visayas

Figure 2. Boundaries of Pototan (Google Maps, 2018)

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1.2 Problem Identification Government structures provide services and act as the stronghold of power in a community, thus municipal buildings are one of the several infrastructures needed in a community. A Municipal hall is where services above are rendered by the officials and government agencies. It is where people make transactions, process documents and raise concerns about the community. These steps are usually done by visiting different offices and consulting different personnel. When people make transactions, they follow certain steps. For a better access and easier flow of transaction, the offices of municipal officials and various government agencies should be in one area. Therefore, a municipal government should have a municipal building that meets the demands of the people by giving services in one place that can also accommodate the various offices of the municipal officials and employees. The current municipal hall in Pototan was constructed in 1955-1956 under the management of the late municipal mayor Engr. Florentino Perez. Though the town has its own municipal hall, offices are located in different buildings.

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Figure 3. Three separated government buildings.

The existing Pototan Town Hall has a dimension of 21.5 m by 19.55 m. At present, about 158 employees all working in Pototan Municipal Government with an average of 3-12 people working in the office. The number of visitors in the town hall that processes their permits pays taxes, clearances and the like is allowed 50 people per day for weekdays and can increase up to 150 people per day if it is time to renew permits and clearances.

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Table 3. Three separated buildings and its offices.

Pototan Municipal Building

Pototan Local Government Center

Pototan Municipal Annex Building

 Office of the Vice Mayor  Office of the Sangguniang Bayan  Municipal Treasurer’s office  Assessor’s Office  Bureau of Internal Revenue  Office of the Municipal Mayor  Administrative Office  Human Resource Management Office  DILG Office  Office of the Congressman  Municipal Engineering Office  Municipal Planning and Development Office  Budget Office  Accounting Office  General Services Office  Tourism Office  KALAHI-CIDSS

 Offices to be transferred in the proposed expansion.

Table 4. Offices and Employees in the Pototan Town Hall Offices

No. of Regular Employees

Casual/Job Order

Elective

Mayor's Accounting Assessors MSWD Engineer's Health DA Sangguniang Bayan Budget MPDO Local Civil Registrar Treasurer Total

56 6 3 7 9 22 9 5 4 5 4 12 142

2 1 1 1 5

3 10 13

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Separation of Buildings. The separation of these agencies and offices lead to inconvenience especially to those who are making transactions and process certain documents and papers. They tend to transact from one building to another different building. Furthermore, whenever they transfer from one place to another, a risk when they cross the street is highly possible.

Figure 4. Location of the Three Government Buildings in Pototan

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Table 5. Offices and buildings to be visited when transacting. Transaction

Building and Offices to be Visited LGC - Mayor’s Office

Business Permit

Municipal Hall - Treasurer’s Office Annex Building - Civil Registrar Municipal Hall - Treasurer’s Office

Marriage License

MSWD Building - Municipal Social And Welfare Development Municipal Hall - Treasurer’s Office

Live Birth/ Marriage Certificate

Annex Building - Civil Registrar Municipal Hall - Treasurer’s Office

Death Certificate

Municipal Hall - Civil Registrar LGC - Mayor’s Office

Mayor’s Clearance

Municipal Hall - Treasurer’s Office

The Annex Building Lobby Serves as Temporary Office. The temporary office for KALAHI-CIDSS in the hallway welcomes the visitors of the annex building. Since the buildings lack enough office space, the hallway and the offices are separated by bullerin boards. However, this set-up limits the pathway for the people whenever they visit offices in the annex building and can sometimes cause congestion in the hallway.

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Figure 5. KALAHI-CIDSS Temporary Office

Office Space is Too Small. The annex building was built to serve as a health center and was only renovated to become an office space. The offices are generally, small with an approximate area of 30.25 square meters and with three desks congested in one room (see Figure 6).

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Figure 6. General Services Office (GSO)

Insufficient Waiting Area. Due to space insufficiency, waiting areas for certain offices are also limited. Chairs provided are not enough to cater large volume of people transacting. The passageway can only fit one person (see Figure 7).

Figure 7. Waiting area for the Civil Registrar’s Office

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Delays in Document Processing. As stated above the offices are distributed in three different buildings. This can also cause delay when people process for documents. The flow of different document processing is not organized properly causing confusions especially to those who are new in transacting.

Figure 8. Disorganized priority lane

With this, an expansion of municipal town hall is necessary. The expansion will be done by adding a two-storey structure to the left side and right side of the town hall. However, the Municipal Police Station of Pototan and Bureau of Fire Protection will be affected by the expansion, so these offices will be relocated in the municipal wet market first. The expansion can increase working space. To incorporate a green building technology, glass wall partition in some offices will be done. The project can improve the instantaneous transactions in one place for the people of Pototan which will also prevent fixers and red tapes.

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1.3 Objectives of the Study

1.3.1 General Objective The objective of this study is to design the expansion of the Municipal Hall Building in Pototan, Iloilo.

1.3.2 Specific Objectives Listed below are the objectives to be conducted to achieve the general objective of the study: a) to visit the site for ocular inspection and collect data b) to conduct a geotechnical investigation, including the collection of soil samples that will be used in the study; c) to design a structural, architectural, electrical, and plumbing plans for the expansion of Pototan Municipal Hall with green building application for the structure; d) to estimate the total project cost of the study; and e) to prepare a PERT/CPM chart for schedules and management of the project.

1.4 Significance of the Study The proposed expansion is beneficial for the employees, residents and government unit of Pototan as it will provide an easier and more efficient transaction in one place. It will add adequate offices for the municipal officials to use and rendered their services faster and more comfortable manner. It is hoped that the Municipal Hall that will be expanded will not compromise the security and safety of the people and can enhance the beauty of the town.

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The expansion of Pototan Municipal Hall Building will be beneficial to the following: Employees in the Municipal Hall. It will be easier for them to serve the people when they work in a comfortable and convenient area. Local Government of Pototan. The expansion of the Municipal Hall building because it can promote tourism because of its new appearance and more decorations that can be incorporated during the “Iwag Festival.” People of Pototan. With the expansion of the Municipal Hall Building it can accommodate more people and can provide convenience during transactions because the offices are put into one place. Furthermore, the safety of the people and privacy of the documents will not be compromised. Researchers. The research can serve as a future reference for similar proposal regarding expansion/s or construction of new building.

1.5 Scope and Limitations of the Study The study includes structural plans, architectural, plumbing and electrical plans with the assistance and guidance of the professionals. It includes the relocation of the local government employees and offices, office layout of the expansion and demolition of the required walls to give way for the expansion. The project cost and estimates mentioned in the objectives and work timeline are also included. The proposed project study focuses on the design and structural analysis and does not include the implementing and construction of the structure. Also, this proposed project study shall not cover the security and maintenance of the structure when implemented.

CHAPTER II

REVIEW OF RELATED LITERATURE

A municipality is a political organization headed by and through the municipal government elected by the people living in the community. Municipality is powered by provincial government consists of number of barangays. Well-designed government buildings are a significant part of cities and are essential to their health and success. The government building is the place where they accommodate, facilitate and render public services and enhance the value of the city‟s urban structure and its public spaces. A government building is one structure that reflects the values and development of the community and need to be efficient, represent honor and demonstrate a high level of environmental stewardship.

2.1 Related Studies Proposed Reconstruction of the Cabatuan Municipal Hall. The project study proposes the reconstruction of the Cabatuan Municipal Hall. The authors of the project study were concerned about the possibility of failure of the old structure and presented an ultimate solution for the problem. Residents, municipal officials and government employees were surveyed and the results solidify the author‟s claim that the problem exist. Some rooms accommodate more than two government agencies. The building also lacks the office for the Sangguniang Bayan members. These lead to inconvenience and delays. The proposed reconstruction of the two-storey Cabatuan Municipal Hall would greatly benefit its officials and employees as well as the people of Cabatuan. (Amojedo, Figuera et. al, 1993)

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Proposed Expansion and Design of Two Additional Floors for New Valentine Hall in Central Philippines University, Iloilo City. This project study proposes for the expansion and additional two floors for the New Valentine Hall of Central Philippine University, a well-known university in the Philippines. The proposed expansion, 1184.3 square meters in area including the existing structure, includes classrooms, conference room, fire exits, offices, laboratories, restrooms, study areas and roof deck. The electrical, plumbing and water supply layout are also included. The construction of the project will have a duration of about 240 calendar days. (Juanico, et. al, 2015)

Rainwater Harvesting: A Sustainable Solution to Storm Water Management. In this study, it was stated that it is better to utilize the limited amount of available water resources as global population growth and climate change are forecasted to increase water stresses such as drought and flooding. The storm water can be viewed as an opportunity to promote micro-watershed sustainable development through the use of storm water solution such as rainwater harvesting. (Vargas, 2009) The thesis demonstrates how rainwater harvesting is a sustainable solution to storm water management. There are five controllable components associated with rainwater harvesting: (1) catchment surface, (2) conveyance system, (3) filter, (4) storage tank(s), and (5) water pump(s) (Vargas, 2009). A rainwater harvesting study is a helpful reference and an innovative idea because it will minimize the variable cost in water consumption. The study has an informative data like the schematics of the rainwater and hydrologic discharge of a certain area.

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Figure 9. Rainwater harvesting system schematic (Roebuck, 2007)

Proposed Construction of the New Two-Storey Igbaras Municipal Hall in Brgy. 3, Rizal Street, Igbaras, Iloilo. The proposed project was about the replacement of the old Municipal Hall of Igbaras that will provide a safer structure and a more suitable environment for both employees and transacting publics. The project has a total area of 1440 square meters and will house additional offices. The estimated cost for the two storey structure will be Php 20,302,405.68. The study was useful and could serve as basis for the design of a municipal hall. Concepts and computation for its structural design and estimates can serve as a guide for similar studies.

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Figure 10. Proposed Construction of the New Two-Storey Igbaras Municipal Hall

House Bill 5011. A house bill was introduced by Honorable Juan Pablo P. Bondoc, fourth district representative of Pampanga Philippines and Honorable Karlo Alexei B. Nograles, representative from the first district of Davao City Philippines. In the explanatory note of the house bill, it is stated, that this bill requires that all government building be set, designed, constructed, operated, maintained and retrofitted using environmentally friendly materials, sustainable architecture techniques and other green building practices for the purpose of reducing the building impacts on environment and human health. The proponents explained the impacts of buildings, which is the large factor in lacking land space, consumption, air and atmosphere. Thus, this act counters the policy on sustainable development and the rights of people to a balanced and healthful environment. It further explained the consequences of environmental degradation and the importance of green buildings. The green building will cut the cost in operation by increasing its productivity and conservation of energy, water and resources. It also stated that green building policy is our tool to address environmental degradation and

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the broad array of environmental challenges and ultimately to save the sole habitant of human being.

Building Design and Management. In Chapter 9 of the book “Sustainable Philippine Cities 2030”, the building design and management was discussed. The introduction explained the impacts of residual use of buildings and how much percent of energy consumption from the operation of government buildings. It also talked about the need for the sustainable structure or also known as the „green building‟ is already making its way through government facilities. The green building can be more efficient if there is an active coordination between the national and local government. The aim of the chapter is to provide more information to the LGU‟s about management of sustainable building design. Moreover, green buildings are generally structures which are specially designed to be environment friendly and efficient in terms of resources throughout its lifetime. Its goal is to reduce the overall impact of building to health and the environment. A long span plan by the government to lessen the effects in the future and serves as the implementation to attain the vision of sustainable country in 2030.

The Occupational Safety and Health Standard. Another published work and printed by the Occupational Safety and Health Center for the Department of Labor And Employment is “The Occupational Safety and Health Standards.” In its foreword, it stated that “The Occupational Safety and Health Standards was formulated in 1978 in

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obedience with the constitutional mandate to safeguard the worker‟s social and economic well-being as well as his physical safety and health.” In the published work it is stated that the standard space constraints in workrooms shall be at least 2.7 meters in height from the floor to the ceiling. Where the rooms are air-conditioned and the process allows free movement; existing heights of not less than 2.4 meters (7 ft. I0 in.) may be allowed. The maximum number of persons employed in a workroom area shall not exceed one person per 11.5 cubic meters (400 cu. ft.). In calculating the area, no deductions shall be made for benches or other furniture, machinery or materials but heights exceeding 3 meters (9 ft.-10 in.) shall not be included. Sufficient spaces shall be provided between machinery or equipment to allow normal operation, maintenance or repair and free floor of materials under process or in finished form. Pathways between machinery or equipment shall not be less than 60 cm. (24 in.). (Department of Labor and Employment, 1978)

City Hall Experiences: The Good and the Bad. An article published by Rappler enumerated some of the usual complaints when people transacting in their respective city or municipal hall. They conducted a survey to 463 people, where 253 were complaints and the rest are for good services.

In transacting, people would tend to endure long and lines for hours because of high number of transactions a day. People also complain about the flow of processes. Since certain steps are to be followed, in some cases especially for new ones, the process flow is unclear and results to confusion.

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Though complaints are inevitable, there are also good feedbacks about the services. One of which is the pleasant attitude of city hall employees. The friendly and sociable staffs are accommodating to the people they serve. Another good feedback is the availability of comfortable waiting areas.

QC to opens one-stop shop for building, occupancy permits applications. According to the article that was written by Chito Chavez for Manila Bulletin, the city government of Quezon City opened a One-Stop-Shop (OSS) for building and occupancy permit applications last February 12, 2018. The said project was in accordance to Mayor Bautista‟s Executive order 11-2017 mandating the city‟s Architectural Department to provide space for one-stop-shop for the officials in each department. The project aims to eliminate illegal activities like red tape and address unnecessary and repetitive regulatory control.

A Guide to Office Space Planning Design. According on the article that was published in the website of the Office Specialist Inc., office space planning and design project is critical to the productivity of the workplace at hand. Designing your office space around the needs of employees can create a workplace that is both efficient and functional. Considering certain criteria and questions before making any major interior design decisions and by following the best practices outlined, workplace productivity can increase. (www.osi.biz) The published article is useful and has ideas that can be considered when planning an office layout. It was discussed in the article the incorporation of green building techniques like setting up employee work stations and other collaborative areas

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near the windows. This is to allow natural lighting to shine through the area and reduces the use of electricity. However, when the natural light is not available, an LED lighting fixtures can be considered. In terms of location, the article stated that it is important places that are quiet, along with the ones that receive the most foot traffic. Office space usually will need a distinct balance of quiet spaces for individual activities, and collaborative spaces in areas that are most frequently visited. (www.osi.biz, 2017)

Figure 11. Office Space Planning (OSI, 2007)

2.2 Synthesis The Proposed Reconstruction of the Cabatuan Municipal Hall- a two-storey structure with justice halls-inspired façade, could be a reference for the ultimate appearance for the proposed structure. Also, since it is about municipal hall construction, the layout can be modified to suit the needs of Pototan Municipal Hall. Previously mentioned problems or situations in Cabatuan Municipal Hall may also be present in this study. The results of the survey questionnaire may be reanalysed and check if it is in line with what the Pototan community wants to happen.

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With the integration of green building code to the design of the proposed expansion of Pototan Municipal Hall, sustainability can be attained and efficient use of energy can be maximized. The orientation of the building and the interior layout shall be taken into account. The proposed project shall conform to the Building Code and adapt the newly formulated Philippine Green Building Code.

CHAPTER III

METHODOLOGY

The proposed project expansion of Municipal Hall Building in Poblacion, Pototan, Iloilo, involved the preparation of the architectural and structural design of the building with front liner offices, waiting areas, conference rooms and transactions. The plumbing and electrical plans are also included.

3.1 Design Constraints A well-designed government building is key part of a town and is necessary for its sustainability and success. It accommodates and helps in the delivery of public services and enhances the quality of the municipal’s urban structure and its public spaces. Every project situation is different from another and each has its own different set of requirements and limitations.

While projects have challenges, some of the important design constraints were discussed here.

Client’s Concerns and Design Concept. The client is a vital participant in any building project as they initiate and fund the construction process from inception to completion. Clients have an idea of what they want for their project and considering that ideas will results to revisions of the design concept. To handle the clients concerns, possible alternative process shall be done. The alternative is to make two design concept to be presented to the client the proposal will also take the client’s additional concerns.

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There were many possible things that can be done to the project and one has options as well like in roofing which it can be steel truss and corrugated galvanized iron roofing or concrete slab roofing.

Codes and Regulations. Building codes and regulations limits the design of the building. Limitations from codes such as safety requirements, Philippine Electrical Code (PEC), and provisions for Persons with Disabilities (PWD’s) shall be followed. The project should follow the National Structural Code of the Philippines (NSCP 2010 or 2015) and building code for the safety of the occupants. The material properties that can be used in structural design especially in compressive concrete strength ranges from 21 MPa to 83 MPa and to yield strength of steel it can be 275 MPa or 420 MPa. The steel bars that can be used range from 10mm – 57mm.

Sustainability. There are environmental challenges that are present today such as climate change, growing population, and water scarcity. In this case, the integration of green building technology will be considered to minimize the effects of these problems in the environment. There are a lot of sustainable solutions that can be used to lessen the effects on the environment such as water harvesting, the use of LED lights, solar panels, larger windows, and solar water heating.

Office Layout. Offices in the existing building have limited working area for the employees. The flow of transaction from one department to another is not well organized. Scattered offices lead to inconvenience and confusion to the transacting public. Also, the current layout does not provide a comfortable waiting area. In this situation, there are possible solutions that can be done to address these problems such as the rearrangement of offices base on its functionality, additional work space to the offices, and larger waiting area.

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3.2 Selection of Project Site The location of the proposed site is at Brgy. Poblacion, Pototan, Iloilo. It shall rise beside the existing municipal hall. The location is ideal because it is in the center of the town and accessible to the people of Pototan and from other towns.

3.3 Contemporary Issues Relevant to the Study There are several issues that relate to the government project especially when the infrastructure project is at stake. One is about the corruption in the government projects such as the public infrastructure that leads to serious effects for progressing countries like the Philippines. Issues regarding the cheap use of materials which result to a substandard project, inappropriate and bias choice of projects, and poor maintenance and among other challenges. (Wells, 2015)

Furthermore, construction of new municipal hall building may also cause delay in transactions in the local government. The amount allotted to construct the building will affect the over-all budget of the LGU.

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3.4 Design Framework

Data Collection (Geotechnical Investigation Questionnaire Survey, Seismic Analysis)

Drafting and Consultation of Preliminary Plans (Architectural, Electrical, Plumbing Plans, Structural Design and Analysis)

Finalization of Plans

Material/Cost Estimates

Project Scheduling

Figure 12. Design Framework

3.5 Data Collection and Analysis Data was gathered through the site visit and ocular inspection including taking photographs of the site and conducting a personal interview with the Municipal Mayor. Physical documents such as the existing building plans of Pototan Town Hall and other buildings were obtain by coordinating with the MPDO and other personnel. Office records like the number of employees and location of offices were secured from the office of the Human Resource Management (HRM). Other documents were from the

27

office of the Municipal Planning and Development Office. The data taken for the existing problems were used to determine the location of offices in the proposed project. A questionnaire survey was conducted to the residents, municipal employees, and municipal officials of Pototan in January 26, 2018 to determine the reason why an expansion is needed as well as to determine the different thoughts or opinions of the people who will benefit from the project. There are twenty-five residents (25) and thirty (30) municipal officials and employees who responded to the questionnaire. Results and Analysis of the Survey. Opinions of the people in Pototan and municipal employees were gathered using a survey form (see Appendix C). The respondents were from different sectors of the population in Pototan. It was conducted to be able to design a proposed structure that would be beneficial for the community. In Figure 3.1 shows results of the survey conducted.

Figure 13. Result of the survey of problems present in Pototan Town Hall for employees and officials.

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From the result of the survey for municipal employees, 18 respondents said that the municipal hall is congested. On question two, 20 respondents are not comfortable in the present building. Twenty-three respondents said that their working environment doesn’t maximize their productivity. Sixteen respondents are satisfied with the current arrangement of the building. All the employees agreed to reorganize and expand the current municipal building.

Figure 14. Result of the survey of problems present in Pototan Town Hall for the residents.

From the result of the survey for the residents, 25 respondents in Question 1 had made transactions in the town hall. On question two, although only 2 respondents made a transaction for a week, it is significant that 13 respondents transacted for 1-30 minutes. Fourteen have experienced delays in their transactions. All the respondents agreed to reorganize and expand the municipal building.

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Some of the respondents made suggestions that the technical offices should be in one place to minimize inconvenience when doing the transaction caused by the separation of the buildings. The data gathered and results of the survey showed that there is a need to expand the town hall.

3.5.1 Geotechnical Investigation Sub soil exploration is necessary to determine the soil bearing capacity of the soil that will carry the entire structure. The method of soil sampling used was the Borrow Pit Method. Afterwards, the soil samples under laboratory testing consisting of Sieve Analysis, Moisture Content, Specific Gravity, Unit Weight Analysis and Atterberg’s Limit Analysis.

3.5.2 Architectural Design The features of the existing structure were the basis of the design of the proposed project. The plan includes the perspective of the building, elevations, floor plans, site development, and schedule of doors and windows.

3.5.3 Structural Design The loads assumed imposed in the structure was based on the National Building Code of the Philippines (NSCP) 2010. Structural plans show the detailed design of structural members of the building. The Ultimate Strength Design (USD) method was used to design the concrete structural members. Seismic Analysis was conducted to include the additional effects of possible earthquakes for the design.

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3.5.4 Material/Cost Estimates The economic cost of materials was listed and its corresponding prices were listed based on the local market during the time of planning. Needed materials were identified and were estimated to come up with material quantities and to determine the whole project cost.

3.5.5 Project Scheduling Program Evaluator and Review Technique and Critical Path Method (PERTCPM) was used to formulate the project construction activities. The project schedule was done with practical cost but of efficient time. The arrow diagram showed the sequence of activities with duration of days for each activity, early and late start, and early and late finish. Moreover, Gantt Chart Diagram also showed the duration and progress of the project construction.

3.5.6 Resources and Facilities All maps, road network, and population details were acquired directly from the municipality. Necessary architectural plans were collected from the MPDO and Engineering Office. The total number of employees was obtained and sorted according to their departments. Resources such as Google Maps, reliable internet sites, and relevant studies found in the Henry Luce III Library, CPU’s main library were utilized. Programs such as AutoCAD, SketchUp and Microsoft Office were used in calculation and to design the project. Facilities and equipment of the CPU Civil Engineering Department were utilized. Lastly, pieces of advice from the faculty of Civil Engineering Department were considered and applied to better this project.

CHAPTER IV

PROJECT AREA

4.1 History of Pototan It was believed that the first people of Pototan were the family of Datu Ramon, grandson of Datu Puti a Malay who came from Dumangas. The family first settled in Barangay Naslo, formerly the población. The place is known for the luxuriant growth of trees called “putat” and is subsequently called “Kapututan”. The sloping area and the difficulty in securing water supply made the people move nearer the bank of Suague River, later called Pototan. In the middle of the 16th century, Chinese traders arrived in Pototan and opened new opportunities. The town continued to prosper until the middle part of the 17th century where natives learned techniques in trading and commerce. When the Spaniards arrived, the socio-economic and political life of the natives changed, and Catholicism was introduced. It was also during these times where the name “Kapututan” was changed to Pototan by the colonizers. The colonizers also introduced building of bridges and roads. The tribunal of Municipal was constructed under the supervision of Tomas Sajen and Don Escribano. The tribunal was able to withstand and the wrath of the last global war and in the early 50's was modified into what is now known as the Western Visayas Hospital. In 1874, the Pototans were given the opportunity to run their own political affairs with the appointment of Juan Marcelo as the first Capitan Municipal. This form of government continued until the arrival of the Americans. (Defensor, 2011)

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4.2 Geological Location Pototan is located at the Central Part of Western Visayas. It has a land area of 97.10 km2 and lies on the banks of Suage River, 29 kilometers north of Iloilo City. The town composed of fifty (50) barangays and is considered a first class municipality in the province of Iloilo, Philippines. It is bounded by the Municipality of Dingle in the north and northeast, Municipality of Barotac Nuevo in the east, Municipality of Zarraga in the south, and Municipality of Mina in the west boundary. (MPDO, 2011)

4.3 Topography and Slope The Municipality of Pototan is generally flat while some are hilly and rolling with highest elevation of 30 to 50 meters above sea level. The dominant slope of the area ranges from 0-30% occupying an area of approximately 8,254.066 hectares while 1,456.599 hectares have slope of 3.1-5%. (MPDO, 2011)

4.4 Climate The town of Pototan, has two (2) seasons, the wet season and the dry season. Dry season occurs from January to April and the wet season during the rest of the year. When typhoons happen, the municipality is usually affected by heavily rain showers and turbulent winds. The temperature in Pototan is variant due to the combined influence of topography and air steam direction. (MPDO, 2011)

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4.5 Soil Characteristics The following are the three different types of soil found in Pototan: 1. Santa Rita Clay is found in plains of Barangay Dongsol, Dawis, Casalsagan, Naga, Igang, Nanga, Jebioc, Pajo, Culob, Tumcon, Ilaud, Barasan, Tumcon Ilaya, Malusgod, Lumbo, Pitogo, Jamabalud, Sinuagan, Macatol, Bonco, Lay-Ahan, Palaguia, Ubang, Intaluan, Danao, and Bonco. The Santa Rita Clay constitutes 6,773.46 hectares. 2. Alimodian Clay Loam is found in Purog, Cahaguichican, Cato-ogan, Amamaros and parts of Igang, Rumbang, and Poblacion. This type of soil covers 818 hectares. 3. Umingan Fine Sandy Loam is found in Nabitasan, Naslo, Bagacay, Zarrague, Fundacion, Macatol, Malusgod, Gibuangan and parts of Batuan, Cau-Ayan, Dapitan, Lay-Ahan and Sinuagan. (MPDO, 2011)

CHAPTER V

PROPOSED PROJECT

The proposed project is to expand a new two storey municipal hall that can bring benefit not only to the community but also the employees and the municipal officials of Pototan. The project will provide efficient working space for employees and comfortable environment for transactions of documents and also give room for other separate offices.

5.1 Considerations of Design Constraint

5.1.1 Client’s Concerns and Design Concept Upon consultation, the client was presented with two design concepts (see Figure 15 and Figure 16) and the client chose to expand the town hall thereby connecting the expansion and the existing building (see Figure 16) rather than expanding the building in front by a few square meters (see Figure 15). The design concept was chosen because of its simplicity and because it does not destroy the overall façade of the existing structure. The concept also minimizes the construction cost due to demolition of walls affected by the expansion and more importantly the appearance of the existing structure must be preserved because of its historical value. The doors and windows shall be the same to the existing building.

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Figure 15. First Design Concept for the Pototan Town Hall

Figure 16. Second Design Concept for the Pototan Town Hall

5.1.2 Codes and Regulations The National Structural Code of the Philippines (NSCP 2010) is used to determine the amount of load that the structure shall carry. Using the code, it was identified that the property of concrete is 21 MPa. This property is used because the

36

structure is a two-storey building. For yield strength of steel, 275 MPa is suggested because this property is advisable for smaller bars. For beams and girders, the 16 mm is used because that is the supplied value taking into account the capacity of the members.

5.1.3 Green Building Technology and Sustainability Incorporation of sustainable solutions to the proposed project were considered. One of these is the use of non-tinted panel windows and glass partitions in the conference rooms to maximize the natural light that circulates in the building. Another one is the rain water harvesting, a technique that collect, store, and reuse rainwater. When it comes to the lighting fixtures, the proposed project will use the LED lights because of its long useful lifespan (Table 6) compared to traditional lighting LED lights can; reduce carbon emissions because 95% of its energy in LED light is converted into light.

Table 6. Lifespan of Light Bulbs Type of Bulb

Cost (Php)

Lifespan (hours)

No. of Replacement in 10 years

Incandescent Lights

30

1200

88

LED

150- 250

25000+

3

Compact Fluorescent Lights (CFL)

50

8000

15

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Table 7. Cost Comparison of Light Bulbs

Type of Bulb

Power (Watts)

Time of Use (hours)

Consumption for 10 years (KWh)

Cost of Electricity per KWh

Total Cost of Electricity Consumption (120 Bulbs) in 10 years (Php)

Incandescent Lights

60

1820

1092

11.4513

1, 500,408

LED

10

1820

182

11.4513

250,068 – 293,000

Compact Fluorescent Lights (CFL)

12

1820

218.4

11.4513

300,115 – 405 000

In using LED lights, the expansion of the Municipal Hall Building can save Php 100,000 - Php 900,000 in electrical bill in a span of 10 years. A rain water harvesting system is also installed in the municipal hall to save water. This can lessen the consumption of water of the municipal hall as the system can collect an approximately 500 m3 – 900 m3 of rain fall; thus saving P 14 000 – P 19 000 for the municipal hall building a year. The header tank at the roof deck shall have a capacity of 6,100 liters.

5.1.4 Office Layout The layout of offices of the existing structure was rearranged and was changed based on the need and the flow of transaction in each office. The original plan was to only design the layout of the expanded area, but due to the lack of space on the existing, the whole layout for the expansion was revised. Some existing offices were given additional work space for the convenience of the employees in serving the people. The Waiting Area was expanded so that flow of transaction will be more organized, comfort will be given to those with transactions and

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more people will be catered. The offices that are often visited such as Mayor’s Offices, Treasurer’s Office, Civil Registrar’s Office, Assessor’s Office and Administration Office were moved to the ground floor to make them more accessible to the people. Offices on the second floor were the following: Engineering Office, MPDO, Vice Mayor’s Office, S.B. Secretary’s Office, and Municipal Secretary’s office. An office for the Sangguniang Bayan members was added to the second floor as requested by the client.

Table 8. Comparison of Existing Building and Proposed Expansion Total Floor Area Existing Total Floor Area

420.325 m2

Proposed Additional Floor Area

203.2 m2

Offices Inside the Municipal Hall Existing

Area (m2)

Proposed

Area (m2)

Office of the Vice Mayor

25.8

Office of the Vice Mayor

23.4

Session Hall of the Sangguniang Bayan

64.68

Office of the Sangguniang Bayan

40.388

Municipal Treasurer’s office

29.0

Municipal Treasurer’s office

33.252

Assessor’s Office

30.825

Assessor’s Office

33.47

Office of the Municipal Mayor

42.12

Administrative Office

24.5

Human Resource Management Office

24.5

Municipal Engineering Office

55.49

Municipal Planning and Development Office

69.51

Municipal Secretary’s Office

21.364

Lounge

28.18

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5.1.5 Comparison in the Flow of Transaction Shown below is a sample flow for business permit application. This shows five steps to complete the application (see Figure 17). To apply, a minimum of an hour and a half to finish the application process and two-three days for releasing of the permit. For Step 3 and Step 5, the office desks and the Office of the Mayor, outside of the municipal building, will have to be visited In the proposed expansion shown in Figure 18, there will be a significant reduction in the steps and in the duration of the application process. Since the Office of the Mayor will be transferred during the expansion, the risk of crossing the street or having the papers signed from one building to another will be minimized.

Figure 17. Current Flow of Business Permit Application

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TREASURER’S OFFICE

Figure 18. New Flow of Business Permit Application

LEGEND: SECURING A BUSINESS PERMIT 1. Secure Business Application Forms from the Treasurer’s Office and comply with all the requirements. 2. Present the required documents and income statement (in case of renewal) or specify the amount of capital investment (for new business) for assessment of dues. 3. Pay the amount computed in the assessment from the Cashier and present the receipt to various offices/desks for issuance of other required documents (Police Clearance, Safety Certificate, Sanitary Permit, Health Card). 4. Submit the Application Form and the required documents to the Municipal Treasurer for review and recommendation of approval. 5. Proceed to the Office of the Mayor for approval and releasing of the permit.

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5.2 Technical Design

5.2.1 Architectural Design Architectural plans of the proposed two-storey expansion of Pototan Municipal Hall include the perspective of the building, elevations, floor plans, site development, and schedule of doors and windows. The aesthetic of the building is conceptualized from the architectural design of its original building to preserve its historical value, one of the major considerations in furnishing the design.

5.2.2 Structural Design The Structural Plan for the proposed expansion of the Municipal Hall includes the detail design and analysis of its structural members. This includes the concrete beam, girders, slabs, columns, and footing. Seismic analysis was performed to compensate for the effects of earthquake in the structure.

5.2.2.1 Material Properties a. Concrete Compressive Strength, f’c

21 MPa

b. Yield Strength of Steel, fy

275 MPa

c. Unit Weight of Concrete d. Allowable Soil Bearing Capacity (qa)

23.6 KN/m3 142.215 KPa

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5.2.2.2 Design Load Specification The following loads are based on the National Structural Code of the Philippines (NSCP) 2010 Section 2-8 Table 204-2, Section 2-10 Table 2015-1.

Table 9. Loads Used for the Design of Structural Members ROOF DECK DEAD LOAD Mechanical Duct Allowance Suspended Steel Channel System ½ ” Gypsum Board Ceramic or Quarry tile (20mm) Water Proofing Membrane Wall Partition Windows, glass, frame and sash Weight of Slab Total Dead Load

0.2 KPa 0.1 KPa 0.1016 KPa 1.1 KPa 0.05 KPa 1 KPa 0.38 KPa 2.1032 KPa 5.03462 KPa

SECOND FLOOR DEAD LOAD Mechanical Duct Allowance Suspended Steel Channel System ½ “ Gypsum Board Ceramic or Quarry tile (20mm) Wall Partition Windows, glass, frame and sash Weight of Slab Total Dead Load

0.2 kPa 0.1 kPa 0.1016 kPa 1.1 kPa 1 kPa 0.38 kPa 2.1032 kPa 4.9846 kPa

SECOND FLOOR AND ROOF DECK LIVE LOAD Offices

3.8 kPa

5.2.2.3 Geotechnical Investigation The soil samples taken from the site through Borrow-Pit method were taken to the laboratory. The laboratory tests were then conducted with the soil samples (see Appendix D). These tests are Grain Size Analysis, Moisture Content, Specific Gravity, Unit Weight Analysis and Atterberg’s Limit Analysis.

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The tests were made in three trials, and the results of each trial were then averaged. The obtained unit weight is 15.138 KN/m3. The results from Specific Gravity were used to calculate the ultimate soil bearing capacity which will be the basis for the design of footings. The design base shear and the other data obtained were based on NSCP 2010.

Table 10. Geotechnical Properties Soil Type

Well Graded Sand

Specific Gravity

2.65

Moisture Content

34.329%

Liquid Limit

58.421%

Plastic Limit

36.645%

Plasticity Index

21.775%

Allowable Soil Bearing Capacity

142.215 kPa

Ultimate Bearing Capacity

426.645 kPa

5.2.2.4 Seismic Analysis The computed outcome of the design base shear of the seismic analysis will be used to make a tie beam design. In the analysis, the project area was analyzed based on its seismic characteristic as defined in the code.

Table 11. Seismic Properties Property

Value

Importance Factor, I (Office Standard):

1.00

Numerical Coefficient, R (SMRF-Concrete)

8.50

Seismic Source Type

SA

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Soil ProfileType

SC

Seismic Zone factor, Z (Zone 4)

0.1

Near Source Factor, Na

0.1

Near Source Factor, Na

0.4

Seismic Coefficient, Ca

0.4

Seismic Coefficient, Cv

0.4

Period, T

0.34772

5.2.2.5 Electrical Supply Lightings will be set up on the ground floor, second floor and roof deck. Outlets for electrical supply will also be set up to power appliances and other electrical fixtures. For the expanded portion of the building a new connection shall be made since the present power source won’t be able to handle additional connection. All electrical installations are in accordance with the requirements stated in the Philippine Electrical Code and the applicable local ordinance.

5.2.2.6 Plumbing Works The water supply will be provided with the water lines from the Pototan Water District. All plumbing works shall be executed according to the rules and regulations stated in the National Plumbing Code of the Philippines and the rules and regulation of the local government. In addition, a rainwater harvesting system is connected to the plumbing works which will have five components: (1) catchment surface, (2) conveyance system, (3) filter, (4) storage tank(s), and (5) water pump(s). Every rain has the capacity to approximately produce 623 gallons of water per 1000 square feet of roof area and the storage that will be used vary

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from 65-gallon tank to large tanks (Vargas, 2009). The excess and overflow water from the tank will be discarded.

5.3 Project Cost and Estimates The estimates cost of the proposed expansion is Php 9,912,836.47. Further details of the project cost estimates can be found in Appendix E.

Table 12. Cost Estimates for the Expansion of Municipal Hall DESCRIPTION

COST

Complete Site Preparation

60,500.00

Structural / Civil Works

4,052,140.49

Architectural Works

3,537,098.39

Sanitary & Plumbing Works

169,973.50

Electrical Works

360,415.00

Total Cost

8,233,252.88

OCM (10%)

823,325.29

Contractor’s Profit (5%)

411,662.64

Contractor’s Tax

444,595.66

Total Estimated Cost

9,912,836.47

5.4 General Specifications The work done and execusion shall include labor, materials, equipment, and all specialized work as completely shown in the working drawing and as specified.

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5.4.1 Concrete and Masonry Works The standard “Specifications of Concrete or Reinforced Concrete” as adopted by the government shall be followed in all concrete works. The following proportions shall be used, unless otherwise indicated in the drawing: Class A concrete mix shall be used for footings, stairs and all walls ten centimetres or less in thickness Class B concrete mix shall be used for all walls more than ten centimetres in thickness Class C concrete mix shall be used for concrete fillers on fill. For masonry works, the mortar to be used for all plaster works shall be cement mortar mix. All works indicated under this heading shall be subjected to the general conditions and the entire construction. This includes the foundations, concrete hollow block partition, concrete floors, walls, and all other concrete or masonry works indicated in the plans.

5.4.2 Plans and Specifications The contractor shall do all the labor and materials stated or indicated in the other or vice versa. The plans and specifications shall be considered as cooperative. All drawings shall be carefully followed according to scale of the drawing. Otherwise they are not indicated, numerical notations must be followed.

5.4.3 Materials and Labor All the materials and labor of every grade and kind stated not stated here shall be furnished by others or are to be furnished by the contractor.

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All kinds of materials furnished must be in strict accordance with the specifications and must be the best that the market can offer. All the works and materials furnished must be to the satisfaction of the civil engineer or his/her perspective.

5.4.4 Disposal of Surplus Materials After the completion of earthwork, any excess material remaining shall be disposed by hauling. Spreading in nearby spoil areas shall be graded to a uniform surface.

5.4.5 Materials The requirements of specifications for Portland cement shall be followed for all concrete. The water that will be used in concrete mixing shall be clean and free from other huge amount of alkaline, oils, acid, organic materials and other substance that may affect the concrete or steel. Fine aggregates shall consist of hard, durable, tough, and uncoated particles. The particle’s shape should be generally rounded or cubicle and should be at least free from elongated or flat particles. The stipulated percentages of fine sand shall be obtained either by the processing of natural sand or by the production of suitable graded sand. (Salvan, 2005) The coarse aggregate shall consist of gravel, crush gravel or rock. The course aggregates to be used in the various parts of the works shall be 3”/4 – 1 1/2”. The contractor shall submit sample to the project engineer. Reinforcing bars shall be conforming to the specified standard of ASTM.

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5.4.6 Earthworks In accordance with specifications and as shown in the drawings or otherwise directed by the architect, the contractor shall furnish labor, materials, tool and equipment, building permits and other permits required by the government for the success of the project and perform all operation in connection with structural excavation, backfilling, and grading of the building foundation and utilities.

5.4.7 Concrete and Reinforced Concrete The concrete works shall conform to the specification provided herein, unless otherwise stated. Full cooperation with other trades must be exercised for installing embedded items. Inspection and testing shall be done to embedded items before concrete is placed.

5.4.8 Pouring of Concrete Before the pouring of concrete is executed, the contractor shall advise the architect or the project engineer regarding the subject. The contractor shall get the authorization of the architect or the project engineer before pouring the concrete. The authorization shall be submitted or checked by the architect or the project engineer two days prior to the pouring.

5.4.9 Placing of Reinforcement The steel reinforcement shall be stated, together with all the necessary wire ties, chair, and spacers to secure the reinforcement properly. When installed, it should be

49

free from rust, loose, scale, grease, oil and other substances that would affect or destroy its bond with the concrete. (Salvan, 2005)

All steel reinforcing bars to be used in this construction shall consist of round deformed bars with lugs or projections on their sides to provide a greater bond between the concrete and the steel. Reinforcement bending and forming shall be done at the job site. All reinforcement that is being bent outside the job site shall be rejected. CHB wall reinforcement and column ties shall be 10 mm diameter deformed bars. Structural plans shall be the basis of the main bars sizes.

5.4.10 Curing

All concrete shall be moist cured for not less than seven consecutive days by an approved method or a combination applicable to local conditions. Moist curing the surface of the concrete shall be kept continuously wet by covering the burlap plastics or the other approved materials thoroughly saturated with water and keeping the covering wet by spraying or intermittent hosing. (Salvan, 2005) As the project engineer may deem necessary for failure on the part of the contractor to perform proper curing of the concrete work, the project engineer or the architect shall have the authority to interrupt the work wholly or in part by written order. Payment for corresponding works and pending result of the test that shall also be suspended. The contractor shall immediately secure core samples of such and from parts of the structure designated by the project engineer. If the results of such tests are found unsatisfactory to meet the structural requirements, the contractor shall remove wholly or partly the concrete work in question and upon written order the project engineer and the contractor shall replaced such part in his/her own expense.

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5.4.11 Finishing The concrete shall not be plastered without indication. Plywood shall be used to formed any exposed concrete surfaces and shall be smoothened after removal of forms which will show a finished appearance except for minor defects which can be easily repaired with patching with cement mortar, or can be grounded to a smooth surface to remove all point marks from the form works. The concrete slab on fill shall pour on a gravel bed of not less than 100 mm thick.

5.3.12 Painting Painting work includes furnishing of all labor, materials, tools, and equipment, and scaffolding and performing all operations necessary to compete all painting in strict accordance with the specifications and the applicable drawings.

All paint brand or any approved equal brand shall be used in all paint materials. The delivery of paint materials shall be at the job site in their original containers, with labels intact and seal unbroken. The project architect will have to check the purchase and submit paint material before use for approval and inspections.

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ARCHITECTURAL PLANS

PROP OS LOCA ED TION

POTOTAN PUBLIC PLAZA

A 1

PERSPECTIVE

SECTION 2

SECTION 1

PARAPET EL. 10.10 m

ROOF DECK LEVEL EL. 8.90 m

2ND FLOOR EL. 8.90 m

GROUND FLOOR

NGL

EL. 0.90 m

EL. 0 m

SCALE

1:250

SECTION 1

SECTION 2

PARAPET EL. 10.10 m

ROOF DECK LEVEL EL. 8.90 m

2ND FLOOR EL. 8.90 m

GROUND FLOOR

NGL

EL. 0.90 m

EL. 0 m

A 3

REAR ELEVATION SCALE

1:250

SECTION 3 SECTION 4

PARAPET EL. 10.10 m

ROOF DECK LEVEL EL. 8.90 m

2ND FLOOR EL. 8.90 m

GROUND FLOOR

NGL

EL. 0.90 m

EL. 0 m

A 4

LEFT ELEVATION SCALE

1:200

1

2

3

4

3

4

6.22

6.52

2.55

3.71

2.55

4.90

4.05

2

1

4.05

A

A EXIT

EXIT

TOILET ADMINISTRATIVE OFFICE

TREASURER'S OFFICE

ASSESSOR'S OFFICE

5.38

FEMALE CR

MALE CR

16 15 14 13 12 11 10

B

5.00

9 8 7 6 5 4 3 2

C

B

4.90

1

STAIR UP

12.90

CONFERENCE ROOM HUMAN RESOURCE OFFICE

C

8.05 12.90

D

D E

E LOBBY CIVIL REGISTRAR'S OFFICE

5.38

WAITING AREA

5.75

LOUNGE

MAYOR'S OFFICE

TOILET

F

F

8.00

8.00 LANDSCAPE

LANDSCAPE

12.95 37.35

1

2

3

4

A

GROUND FLOOR PLAN

5

SCALE

1:200

4

3

2

1

1

2

3

4

6.22

3

4

6.52

2.55

3.71

2.55

4.90

4.05

2

1

4.05

A

A MALE CR

FEMALE CR

ENGINEERING OFFICE

5.38

17 18 19 20 21 22

B

23 24

DOWN

16 15 14

29 28 27 26 25

17 18 19 20 21 22

MUNICIPAL SECRETARY'S OFFICE

23 24

OFFICE DESKS FOR SB, SK, ABC S.B. SECRETARY'S OFFICE

B

DOWN

STAIR UP

C

C

12.90

12.90 D

D E

E MUNICIPAL PLANNING AND DEVELOPMENT OFFICE

5.38

SANGGUNIANG BAYAN SESSION HALL

VICE MAYOR'S OFFICE

CONFERENCE ROOM

TOILET

F

F

37.35

1

2

3

4

4

A

SECOND FLOOR PLAN

6

SCALE

1:200

3

2

1

1

2

3

4

6.84 A

4

4.80

3.71

4.80

3

2

1

6.84 A

PARAPET WALL

PARAPET WALL DOWN

DOWN

4.17

4.55

C

4.30 D E

ROOF DECK 100 mm THICK CONCRETE SLAB

ROOF DECK 100 mm THICK CONCRETE SLAB

5.97

WATER PROOFED SLAB (WITH ADMIXTURE INTEGRATED IN CONCRETE AND AQUA SEAL APPLIED ON TOP AFTER CURING, MIN. 2% SLOPE)

WATER PROOFED SLAB (WITH ADMIXTURE INTEGRATED IN CONCRETE AND AQUA SEAL APPLIED ON TOP AFTER CURING, MIN. 2% SLOPE)

PARAPET WALL

B PARAPET WALL

B

C

12.90 D E

4.18 PARAPET WALL

PARAPET WALL

F

F

37.35

1

2

3

4

4 A

ROOF DECK FLOOR PLAN

7

SCALE

1:200

3

2

1

PARAPET EL. 10.10 m

ROOF DECK LEVEL EL. 8.90 m

2ND FLOOR EL. 8.90 m

GROUND FLOOR NGL

EL. 0.90 m

EL. 0 m

A 8

SECTION 1 SCALE

1:200

PARAPET EL. 10.10 m

ROOF DECK LEVEL EL. 8.90 m

2ND FLOOR EL. 8.90 m

GROUND FLOOR NGL

EL. 0.90 m

EL. 0 m

A 9

SECTION 2 SCALE

1:200

PARAPET ROOF DECK LEVEL

EL. 10.10 m

EL. 8.90 m

2ND FLOOR EL. 8.90 m

NGL EL. 0 m

A 10

SECTION 3 SCALE

1:150

PARAPET EL. 10.10 m

ROOF DECK LEVEL EL. 8.90 m

2ND FLOOR EL. 8.90 m

NGL EL. 0 m

A 11

SECTION 4 SCALE

1:150

37.35 EXIT

ASSESSOR'S OFFICE

FEMALE CR

MALE CR

EXIT

TOILET

ADMINISTRATIVE OFFICE

TREASURER'S OFFICE

16 15 14 13 12 11 10 9 8 7 6 5 4 3 2

HUMAN RESOURCE OFFICE

CONFERENCE ROOM

1

STAIR UP

12.90

WAITING AREA

LOBBY LOUNGE

CIVIL REGISTRAR'S OFFICE

MAYOR'S OFFICE TOILET

LANDSCAPE

LANDSCAPE

PROPOSED GROUND FLOOR OFFICE LAYOUT SCALE

1:200

37.35

MALE CR

FEMALE CR

ENGINEERING OFFICE 17 18 19 20 21 22 23 24

DOWN

16 15 14

29 28 27 26 25

17 18 19 20 21 22

MUNICIPAL SECRETARY'S OFFICE

S.B. SECRETARY'S OFFICE

OFFICE DESKS FOR SB, SK, ABC

23 24

DOWN

STAIR UP

12.90 CONFERENCE ROOM MUNICIPAL PLANNING AND DEVELOPMENT OFFICE

SANGGUNIANG BAYAN SESSION HALL

VICE MAYOR'S OFFICE

PROPOSED SECOND FLOOR OFFICE LAYOUT SCALE

1:200

70

STRUCTURAL PLANS

3880

4879

3881

2630

3420 9470 6840 100 mm THICK SLAB ON FILL WITH 10 mm Ø RSB @ 500 mm O.C.

3420

5120

2400

5120 NOTE:

NORTH AND SOUTH WINGS SHALL HAVE THE SAME FOUNDATION PLANS.

B CONCRETE COVERING (TYPICAL), 100 mm

B

C

D

CONCRETE COVER, 100 mm H

d

3000

3000

b

SCHEDULE OF FOOTING TIE BEAMS TIE BEAM DIMENSION (mm) TIE BEAM NAMES FTB

B

H

REBAR (mm) Ø

200

300

16

TOP BARS 3

BOTTOM BARS 3

STIRRUPS 10 mm Ø RSB 3 @ 150, 4 @ 200, rest 250 mm O.C.

h

SCHEDULE OF ISOLATED FOOTING DEPTH OF FOOTING FROM FOOTING THICKNESS, H (mm) NGL, D (m)

FOOTING

BASE, B (m)

EFFECTIVE DEPTH, d (mm)

No. of RSB (20mmØ) O.C.B.W

F1

1.5

1.5

500

400

9

F2

2

1.5

500

400

11

F3

1

1.5

300

400

7

SCHEDULE OF COLUMN (GROUND FLOOR) COLUMN

SQUARE COLUMN DIMENSION, C (mm)

BAR DIAMETER (mm)

NO. OF RSB

SPACING OF TIES (10 mm Ø) O.C.

C1

400

16

8

3 @ 150, 4 @ 200, rest 250 mm O.C.

C2

300

16

8

3 @ 150, 4 @ 200, rest 250 mm O.C.

SCHEDULE OF COLUMN (SECOND FLOOR)

NOTE:

COLUMN

SQUARE COLUMN DIMENSION, C (mm)

BAR DIAMETER (mm)

NO. OF RSB

SPACING OF TIES (10 mm Ø) O.C.

C1

400

16

8

3 @ 150, 4 @ 200, rest 250 mm O.C.

NORTH AND SOUTH WINGS SHALL HAVE THE SAME FOOTING AND COLUMN DESIGN.

3880

4879

3881

2630

3420 10600 6840

3420

1130 5120

2400

5120 NOTE:

NORTH AND SOUTH WINGS SHALL HAVE THE SAME FRAMING PLANS.

3420

6840

3420

1130

2560

2560

2400

2560

2560

NOTE:

NORTH AND SOUTH WINGS SHALL HAVE THE SAME ROOF DECK FRAMING PLANS.

L L 4

L 4

H

H

B

B

C

L L 4

H

L 4

H

B

C

B

NOTE:

SCHEDULE OF GIRDERS AND BEAMS SHALL BE THE SAME FOR 2ND FLOOR AND ROOF DECK.

NOTE:

SCHEDULE OF GIRDERS AND BEAMS SHALL BE THE SAME FOR 2ND FLOOR AND ROOF DECK.

L 4

L 2

L 4

12 mm Ø SHRINKAGE AND TEMPERATURE BARS SEE SCHEDULE FOR SPACING

12 mm Ø MAIN REINFORCEMENT SEE SCHEDULE FOR SPACING DIRECTION OF REINFORCEMENT

SCHEDULE OF ONE-WAY SLAB SLAB NAME

RS5 RS6 2S5 2S6

SLAB DIMENSION (mm) S

L

1000 1000 1000 1000

4860 2140 4860 2140

SLAB HEIGHT (mm)

100 100 100 100

REINFORCEMENT BAR 12mm Ø RSB (mm)

SHRINKAGE AND TEMPERATURE BAR 12mm Ø RSB (mm)

300 300 300 300

300 300 300 300

L 4

L 2

L 4

L

L 4

L 2

L 4

SCHEDULE OF TWO-WAY SLAB SLAB NAME

S 4

S 2

S 4

SLAB DIMENSION (mm)

SLAB HEIGHT (mm)

SHORT DIRECTIION REINFORCEMENT 12mm Ø RSB (mm)

LONG DIRECTIION REINFORCEMENT 12mm Ø RSB (mm)

S

L

MIDSPAN

CONTINOUS

DISCONTINOUS

MIDSPAN

CONTINOUS

DISCONTINOUS

4860 3160

100

300

300

300

300

300

300

RS2

3160 2140

100

300

300

300

300

300

RS3

2140

3160

100

300

300

300

300

2S1

3160

4860

100

300

150

300

300

300

2S2

3160

4860

100

300

150

300

300

300

2S3

2140

3160

100

300

300

300

300

2S4

2370

4619

100

300

300

300

RS1

300

300

300

NORTH WING

300

300

300

300

300

SOUTH WING

300

300

300

300

300

300

300

300

300

300

300

300

300

300

300

300 300

300

150

150

300

300

300

300

300

300

300

300

300

300

300

300

150

150

150

150

300

300 300

300

300

300

300

300

150

300

300

300

300

300

150

300

300

300

300 300

300

300

300

300 300

300

300

300

300

300

300 300

300

300

300

300

300

BRONZE COVER PLATE

FINISHED CEILING SYSTEM COPPER WATERSTOP

BRONZE COVER PLATE

TYPICAL EXPANSION JOINT DETAIL FOR SLAB ABOVE THE GROUND SCALE

NTS

BITUMEN FELT BITUMEN LAID IN TWO LAYERS RCC PRECAST TILE

CEMENT PLASTER RCC PRECAST TILE 12mm THICK BITUMEN FILLER LIME TERRACING

CEILING PLASTER

RCC BEAM AC SHEET

RCC SLAB HOT BITUMEN COAT FILLED UP WITH BITUMEN FILLER METAL CRADLE

TYPICAL EXPANSION JOINT DETAIL FOR ROOF DECK SLAB SCALE

NTS

84

PLUMBING PLANS

600 100

100

600

400

4000 2000

1000

1000

100

2000

4000 100

600

600

600

400

2000

8" Ø REINF. CONCRETE DRAINAGE PIPE

FD

3" Ø THR D U C OWNS OLU PO MN UT

FD FD

FD

3" Ø THR D U WOWNS ALL PO

UT

TO

WA TE

RD

IST

RIB

UTIO

HE TANADER K

NP

IPE

FD

FD

FD

FD

3" Ø THRDOWN U C SPO OLU UT MN CB

CO

4" Ø

CB

SOIL

PIP

E HAR

RAIN VES TIN WATE GS R YST EM

CB

CO

3202.5780

SEW

ER

SYS

TEM

3" Ø THRDOWN U C SPO OLU UT MN

ST

CO LAV

FRO M W SE 4" Ø THR/ 2" ØCOND SOIL U R VEN FLO PIPE OO T P OR F D IPE ECK

CO LAV FD WC

SEW

ER

SYS

TEM

DIAGRAM OF SANITARY LINES 8 NTS P 10 SCALE

CO CB

3" Ø THR SEW UW ALLER PIP

E

FD WC CB

HE TANADER K

4 3"Ø

PIP E

FRO

M1 ST FLO OR

3

4 "Ø TO P 2NDIPE R FLO ISER OR

3 1S4T"Ø PIP FLO E FR OR OM

WA TER SUP GA PLY WA TE VA PIP TER L ET MET VE IED ER TO

4 3"Ø

3

4 "Ø TO P 2NDIPE R FLO ISER OR

DIAGRAM OF WATER DISTRIBUTION LINES 9 NTS P 10 SCALE

WA

PIP E

TER

MAIN

Key:

Rainfall Usable water Discarded water

Mains Top-up Header Tank Collection Gutter

Supply Cross-Flow Filter

External Use

Storage Tank

Pump

Sewer

FLOOR CLEANOUT DETAIL

DOWNSPOUT NOZZLE DETAIL

TYPICAL DRAIN PIPING DETAIL

WALL CLEANOUT DETAIL

95

ELECTRICAL PLANS

SPECIFICATIONS LEGENDS:

C1

MDP

S3 S2 S1 M

M T G

Schedule of Loads for Ground Floor Panel Board (PA) Circuit No.

Fixtures

Switches

Ampere Load

Volt-Amp Load

Volts

Outlets S1

1

10-15 Watts LED Bulb

0.65

150.00

230

2

14-15 Watts T5 Fluorescent

0.26

210.00

230

S2

S3

4 2

1

Protection Pole (Ampere Trip)

Size of Wire (mm2)

Size of Conduit (mm Ø)

15

2

2.0

15

15

2

2.0

15

15

2

2.0

15

14-15 Watts T5 Fluorescent 2-15 Watts LED Bulb 14-180 VA Duplex Convenience Outlet 12-180 VA Duplex Convenience Outlet

1.04

240.00

230

10.96

2520.00

230

14

30

2

3.5

15

9.31

2160.00

230

12

30

2

3.5

15

11

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

30

2

2.0

15

12

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

30

2

2.0

15

13

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

30

2

2.0

15

14

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

30

2

3.5

15

70.2200

16320

230

80

2

22.0

50

3 7 8

Main

Panel A Main Protection Computation for Ground Floor: I = 70.22 Assume @ 100% Demand Factor I conductor = 70.22+ 0.25(12) = 73.22 A USE: 1 set of 2- 22 mm2 THHN cu. wire for hot line + x1 14 mm2 THNN cu. wire for neutral line IN 50 mmØ Electrical Conduit 2-pole, 80AT, CB, 230V

2

4

Schedule of Loads for Ground Floor Panel Board (PB) Circuit No.

4 5 6 9 10

Fixtures

10-15 Watts LED Bulb 16-15 Watts T5 Fluorescent 4-15 Watts LED Bulb 15-15 Watts T5 Fluorescent 1-15 Watts LED Bulb 14-180 VA Duplex Convenience Outlet 14-180 VA Duplex Convenience Outlet

Switches

Ampere Load

Volt-Amp Load

Volts

0.65

150.00

230

4

1.20

210.00

230

2

3

1.04

240.00

230

1

4

10.96

2520.00

230

10.96

2520.00

S1

S2

S3

Protection Outlets (Ampere Trip) Pole

Size of Wire (mm2)

Size of Conduit (mm Ø)

15

2

2.0

15

15

2

2.0

15

15

2

2.0

15

14

20

2

3.5

15

230

14

20

2

3.5

15

1

15

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

15

2

2.0

15

16

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

15

2

2.0

15

17

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

15

2

2.0

15

18

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

15

2

3.5

15

19

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

15

2

3.5

15

20

1-2 Hp Split Type Air-con

12.00

2760.00

230

1

15

2

3.5

15

96.8100

22200

230

20

2

3.5

15

Main

Panel B Main Protection Computation for Ground Floor: I = 96.81 Assume @ 100% Demand Factor I conductor = 96.81+ 0.25(12) = 99.81 A USE: 1 set of 2- 30 mm2 THHN cu. wire for hot line + x1 22 mm2 THNN cu. wire for neutral line IN 63 mmØ Electrical Conduit 2-pole, 100AT, CB, 230V

MDP

EXIT

FEMALE CR

MALE CR

TREASURER'S OFFICE

ASSESSOR'S OFFICE

16 15 14 13 12 11 10

C2

S1

C1

STAIR UP

S3 S1

S1

EXIT

9 8 7 6 5 4 3 2

ADMINISTRATIVE OFFICE HUMAN C3 RESOURCE OFFICE

CONFERENCE ROOM

S2

S2

S1

1

WAITING AREA S2 S2

S1

S2

LOBBY

CIVIL REGISTRAR'S OFFICE

LOUNGE

S2

MAYOR'S OFFICE

S1TOILET

LANDSCAPE

LANDSCAPE

GROUND FLOOR LIGHTING LAYOUT

EXIT

MDP

C11

FEMALE CR

MALE CR

TREASURER'S OFFICE

ASSESSOR'S OFFICE

16 15 14 13 12 11 10

STAIR UP

C7

WAITING AREA

CIVIL REGISTRAR'S OFFICE

C13

EXIT

9 8 7 6 5 4 3 2

ADMINISTRATIVE OFFICE C8 HUMAN RESOURCE OFFICE

CONFERENCE ROOM

1

LOBBY

MAYOR'S OFFICE

LOUNGE

C14

C12

LANDSCAPE

LANDSCAPE

GROUND FLOOR POWER LAYOUT

TOILET

SINGLE LINE DIAGRAM OPTIONAL 100 kW 230V 1Ø 0.8 pf

G 75 kVA 230V 1Ø

T

M

M

MDP Transfer Switch

Existing Panel

USE 22 mm2 THHN

80 AT

USE 32 mm2 THHN

100 AT

S1

MALE CR

FEMALE CR

ENGINEERING OFFICE 17 18 19 20 21 22 23 24

DOWN S2 S2

C4 S1

16 15 14

29 28 27 26 25

17 18 19 20 21 22

MUNICIPAL SECRETARY'S OFFICE

OFFICE DESKS FOR SB, SK, ABC C6

S.B. SECRETARY'S OFFICE

23 24

STAIR UP

MDP

C5

DOWN S2 S2 S1

S3 S1

S2

S2

MUNICIPAL PLANNING AND DEVELOPMENT OFFICE

SANGGUNIANG BAYAN SESSION HALL

VICE MAYOR'S OFFICE

S1

S2

CONFERENCE ROOM

S1

S1

SECOND FLOOR LIGHTING LAYOUT

TOILET

MALE CR

C16

ENGINEERING OFFICE 17 18 19 20 21 22 23 24

DOWN

C18

MUNICIPAL PLANNING AND DEVELOPMENT OFFICE

16 15 14

29 28 27 26 25

MUNICIPAL SECRETARY'S OFFICE

17 18 19 20 21 22

OFFICE DESKS FOR SB, SK, ABC S.B. SECRETARY'S OFFICE

23 24

STAIR UP

MDP

C9 C15

C19

FEMALE CR

DOWN

SANGGUNIANG BAYAN SESSION HALL

C10

VICE MAYOR'S OFFICE

CONFERENCE ROOM

C20 C17

SECOND FLOOR POWER LAYOUT

TOILET

CHAPTER VI

PROJECT IMPLEMENTATION

6.1 Implementing System This project will be forwarded to the Pototan Municipal Hall for consideration. Upon the approval authorities, the Municipal Planning and Development Office (MPDO), together with the Municipal Engineer’s Office (MEO), will finalize all plans and specifications for further examination and approval. The MPDO will invite interested bidders provided with the final set of plans. A criteria set by MPDO will identify the bidder to be awarded with the contract.

6.2 Financing The fund for the project will come from the Local Government Unit (LGU) fund and other private sectors that are interested to donate and help in the construction of the project.

6.3 Construction Management The Municipal Planning and Development Office (MPDO) and the Municipal Engineer’s Office will be the one in-charge managing the overall project from start until it is turned over. It is suggested that the construction shall start in the north wing because the offices to be located there are of medium priority. After the construction of the north wing, the scaffoldings used shall also be utilized for the construction of the south wing to minimize construction cost.

CHAPTER VII

SUMMARY, CONCLUSION AND RECOMMENDATIONS

7.1 Summary Based on the research and investigation conducted, the proposed expansion of the Pototan Municipal Hall will address the current problems encountered. The proposed project is an expansion of two-storey building made of reinforced concrete. The basis for the structural analysis of reinforced concrete members and design, the National Structural Code of the Philippines (NSCP) 2010, Ultimate Strength Design (USD) were used. In designing the proposed project, green building technology was adopted such as rainwater harvesting system and Light-Emitting Diode (LED) lights. The existing Municipal hall has a total floor area of 420.25 square meters and to be expanded by 203.2 square meters. The expansion will house offices and waiting area. The project has a total duration of 171 days, with a total cost of Php 9,912,836.47 that will come from the fund of local government of Pototan and private sectors that are interested to donate and help in the construction of the project. With this expansion, it is not guaranteed that the current problems identified in the Municipal Hall will be eliminated but based on the solution presented such problems will be minimized accordingly.

7.2 Conclusion Geotechnical Investigation was carried out and the soil located in the area was classified to be well-graded sand with an allowable soil bearing capacity of 142.27 KPa for a depth of 1.5 meters. The floor plan layout; architectural, structural, electrical and

108

plumbing plans were drafted and calculated with accordance to current codes in the Philippines. Green building practices were adapted such as rain water harvesting and LED lights to the structure. Lastly, complete project cost estimate and project scheduling were considered as part of this project study. The expanded portion will give more rooms to other offices in the Municipal Hall making it a one stop shop for an easier access to transactions and more comfortable work place for the employees of the Municipal Hall. A more spacious and comfortable waiting area is provided to accommodate transactions. Additional comfort rooms are provided. The specific objectives of this project study were successfully attained and therefore the general objective was achieved.

7.3 Recommendations The project study is recommended to be presented to the Municipality of Pototan as the main beneficiary of the project. It is also recommended that the plans and design presented in the study should be reviewed and checked for corrections and changes. Values obtained in tests such as soil testing should be double checked and if possible, subject for retesting. Buildings vacated should be utilized and can be used for conferences and meetings or can be occupied by remaining offices for a much wider work space. Computations for the cost of the project need to be checked or recomputed to identify errors. There are variations in the prizes of materials in the market so it is recommended to make a comparison for adjustments in the total cost of the project. Revisions on the

109

architectural design are acceptable as long as it does not add so many loads on the structure. It is recommended that the project shall be implemented as soon as possible to avoid inflation of prices in the future. This study is done by student and this subject for review and corrections.

110

REFERENCES

Altena , K., Feria, M., Goodrich, B., Smit, J., (2013). “Expansion of the Engineering Building,” Project Proposal and feasibiliy study. Cavin College

Amojedo, E., Figuera, R., Grio, M. E. D, Villareal, J. (1993). “Proposed Reconstruction of the Cabatuan Municipal Hall Cabatuan, Iloilo”, Completed project study. Central Philippine University College of Engineering Iloilo Philippines.

Atienza’, Maria Ela L. (2006). Local government and devolution in the Philippines. In Noel M. Morada and Teresa S. Encarnacion Tadem (Eds.), Philippine politics and Governance: An introduction (pp. 415-440). Diliman, Quezon City: Department of Political Science, College of Social Sciences and Philosophy, University of the Philippines, P. 430 Betita, J.M., Villan, L. (2007). “Additional Two-Storey Annex Building in Cabatuan, Iloilo”, Completed project study. Central Philippine University College of Engineering Iloilo Philippines.

Juanico, K.,Patriarca, J., and Vallejo, F., (2015) “Proposed Expansion and Design of Two Additional Floors on New Valentine Hall”, Completed project study. Central Philippine University College of Engineering Iloilo Philippines. Lander, S. (2013). Office Space Requirements for Governmnet Employees. Retrieved from www.chron.com

Randa, Pia. (April 23, 2014). 10 Features of a 'Green' Building [Rappler.com Environment News Article]. Retrieve from https://www.rappler.com/sciencenature/environment/56190-ten-features-green-building

Topography/Geography/Soil characteristics Retrieved February 8, 2018 from www.pototan.gov.ph

Google Map Retrieved February 8, 2018, from https://maps.google.com.ph Green Building Act of 2014, H.R. 5011, 6d (2014)

Income Classification for Provinces, Cities and Municipalities Retrieved January 15, 2018 from www.psa.gov.ph

111

Building Design and Management. (n.d.). [E-book]. Retrieved from www.ombudsman.gov.ph/.../Chap-09.-Building-Design-Manangement30Nov06-UPF.pdf

Design Guidelines of Government Buildings. 2010. [E-book]. Retrieved from http://www.hpw.qld.gov.au/SiteCollectionDocuments/DesignGuidelinesGovern mentBuildings2010.pdf

Factors that Affect Design. (n.d.). [E-book]. Retrieved from www.czarchitect.com/_literature_41306/Factors_that_Affect_Design

112

APPENDICES

APPENDIX A Project Study Budget and Expenses

DESCRIPTION FARE (2 person) FARE (3 person) FARE (2 person) FARE (1 person) TOTAL

BUDGET (Php) 300 150 100 50 600

EXPENSES (Php) 96 144 96 48 384

DATE May 23, 2018 May 30, 2018 July 9, 2018 July 20, 2018

FOOD DESCRIPTION

BUDGET (Php)

EXPENSES (Php)

DATE

DAY 1

400

360

May 23, 2018

DAY 2

400

360

May 30, 2018

DAY 3

400

360

July 9, 2018

DAY 4 TOTAL

600 1800

500 1580

July 20, 2018

MISCELLANEOUS DESCRIPTION

BUDGET (Php)

EXPENSES (Php)

DATE

LABOR for Soil Sample

400

400

May 30, 2018

DESIGN (Archi) 1 RIM OF BOND PAPER PRINTING

4000

4000

June 4, 2018

350

300

July 18, 2018

50

30

August 21, 2018

PAPER CLIPS

50

44

September 11, 2018

DESIGN (Archi)

2000

2000

September 24, 2018

TARPAULIN

100

90

October 4, 2018

PAPER CLIPS

70

66

October 8, 2018

ENVELOPE

20

16

October 8,2018

Grammar Check

2000

2000

TBA

Plagiarism

200

200

TBA

For Hard Bound

1000

900

TBA

TOTAL

10290

10046

OVER-ALL

12500

12010

114

APPENDIX B WORK SCHEDULE

COLLEGE of ENGINEERING CENTRAL PHILIPPINE UNIVERSITY ILOILO CITY PHILIPPINES Tel Nos (033) 329 1971 (to79) local 1082 Fax No (033) 320 3004 CIVIL ENGINEERING DEPARTMENT

PROJECT STUDY SCHEDULE OF ACTIVITIES METHODS OF RESEARCH Week

TASKS AND ACTIVITIES

Week 1 November 13-17, 2017

Class Orientation

Week 2 November 20-25, 2017

Group Assignment and Brainstorming (Group Name) - Processed Letter for Mayor

Week 3 Nov. 27- Dec. 1, 2017

-Submitted the Letter to Mayor’s Office -The group secured a copy of the list of priority projects

Week 4 December 4-8, 2017

Project Proposal Title and Making of Concept Paper

Week 5 December 11-16, 2017

Passed the Concept paper - The group members meet up for the revised concept paper

Week 6 December 19-21, 2017

PRELIM WEEK

Week 7 Dec. 22, 2017- January 2, 2018

Christmas Vacation

Week 8 January 8-12, 2018

Making revised concept paper - The group passed the revised/refined concept paper - The group went for second visit in Pototan and had a personal interview with the Municipal Mayor

Week 9 January 15-19, 2018

The group meet up for a brief discussion about the details and contents for the Chapter II (Review of Related Literature) - Making of Chapter II (Review of Related Literature)

Week 10 January 22-26 ,2018

The group passed the Chapter II - The group had a meeting regarding the data needed to be gathered and possible questions for the employee interview - The group members meet up for the Chapter I and Chapter III contents and other information needed - Processed the Letter for the requisition of data needed for the project - Submitted the letter for requisition of data and did a

questionnaire survey Week 11 January 29- Feb. 2, 2018

Submitted the written Chapter I - Making of Chapter III

Week 12 February 5-9, 2018

MIDTERM WEEK - The group had a meeting for the collated write-up - Submitted the individual write up for Chapter III(Methodology)

Week 13 February 12-16, 2018

Submitted the individual collated write-up - College Day

Week 14 February 19-23, 2018

Submitted the group collated write-up (Chapter1-3) - First Meeting with the assigned adviser - Submitted the revised Chapter 2 - Site Visit in Pototan and data gathering

Week 15 February 26- March 2, 2018

Submitted the written proposal to the panelist -Finalized the final written proposal -Made a proposal defense presentation -scheduling for proposal defense

Week 16 March 5- 9, 2018

Project Proposal Defense

Week 17 March 12- 16, 2018

Revision of Proposal document

Week 18 March 19- 23, 2018

Finals Week

Week 19 March 26- 30, 2018

Holy Week -Preparation for the continuation of the study

Week 20 April 2-6, 2018

-

The group discussed the details for the gathering of data

Week 21 April 9-13, 2018

Gathering of data necessary for the continuation of the Study - Site inspection

Week 22-23 April 16- May 4, 2018

The team had a meeting regarding the Geotechnical Investigation

Week 24-25 May 7- May 18, 2018

-Passed the proposal to the adviser for approval -approval of the project proposal

Week 26-27 May 21- 31, 2018

-Passed the letter of permission in getting the soil sample -Conducting Geotechnical Investigation -Testing of soil sample

Conceptualizing the Architectural Design - Enrolment for S.Y. 2018-2019 - Analysis of soil test

Week 28-29 June 4 – 15, 2018

Week 30-31 June 18 – 30, 2018

- Start of Class for first semester Passed the project proposal for approval of the Dean - Revision of Project Proposal - Start making the Architectural Design

-

Week 32-34 July 2 – 20, 2018

- Revision of architectural design Approval of Architectural design from the client The group discussed the details of plumbing plan and electrical plan

-

-

Week 35 July 23 – 27, 2018 -

Start making the structural design Finalizing the architectural design - Prelim Week Consultation of Floor plan to the client

- Start making of Slab and Beam design Consultation of Slab and beam design to the adviser for approval - Revision of Structural Design (Beam Design) Start making the column design and foundation plan - Revision of Chapter 1 - 3

Week 36-38 July 28 –August 17, 2018 -

Week 39-40 August 19- Aug. 31, 2018

Consultation of column design and foundation plan to the adviser for approval - Start making the Seismic Analysis - Consultation of Seismic Analysis - Revision of Footing Plan

Week 41-42 Sept. 2 – Sept. 14, 2018

- Consultation of Footing Design to the adviser for approval - Consultation of Plumbing plan and electrical plan - Midterm Week - Start making the chapter 4 (Project Area)

-

Week 43 Sept. 16- 21,2018

Week 44 Sept. 24- 28, 2018 Week 45 October 1-5, 2018

- Finalization of Plans for printing - Start making the material and cost estimates - Start making the chapter 5 (Proposed Project)

-

- University Day Computing of material and cost estimates Making the Chapter 6 (Project Implementation)

-

- Making of Project Scheduling Printing and Checking of Blueprints

Week 46 October 7-12, 2018

-

Project Study Final Presentation Revision of Final Document

Week 47 October 15-19, 2018

Finals Week - Revision of Final Documents - Grammar Check - Plagiarism Test

Week 48 October 21- Nov. 2, 2018

- Grammar Check - Plagiarism Test Submission of Final Document

SCHEDULE OF ACTIVITIES MONTH WEEK PHASE 1: DATA GATHERING Data Collection Site Inspection Soil Test Data Analysis PHASE 2: DESIGN AND CONSULTATION

T A S K S

Conceptualizing Architectural Design Revision Of Architectural Design Finalizing Architectural Design Conceptualizing Structural Design Making Of Structural Design Consultation For Plumbing And Electrical Design PHASE 3: PRESENTATION OF DOCUMENTATION Finalizing All Plans For Printing Printing And Checking Of Blueprints Making Estimates And PERT-CPM Making Of Project Study Final Document Project Study Final Presentation Revision Of Final Document Final Consultation PHASE 4: FINALIZATION AND SUBMISSION Revision Of Final Document Submission Of Final Document, Cd And Executive Summary

APRIL

MAY

JUNE

JULY

AUGUST

SEPTEMBER

OCTOBER

1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4

120

APPENDIX C LETTERS, CERTIFICATES AND QUESTIONNAIRES

132

APPENDIX D GEOTECHNICAL REPORT

GEOTECHNICAL REPORT PROPOSED EXPANSION OF MUNICIPAL HALL IN POTOTAN, ILOILO

1.0 GENERAL

The purpose of this geotechnical exploration was to evaluate the general surface and subsurface conditions at referenced site, and evaluate the pertinent engineering properties of the collected samples. Results of the laboratory testing are also presented within this report. The study includes a subsurface exploration, soil sampling, field and laboratory testing, engineering analysis and preparation of this report.

2.0 PROPOSED PROJECT The proposed project includes the architectural, structural, electrical and plumbing design of the expansion of the Municipal Hall Building at Barangay Poblacion, Pototan, Iloilo that has land area of 682 sq. meters 3.0 FIELD EXPLORATION The subsurface conditions were evaluated by performing two-bore hole of 5ft deep which were dug on May 30, 2018 at the location where proposed establishment will be constructed. 4.0 LABORATORY TESTING Laboratory tests were performed on selected samples to aid soil classification and to evaluate physical properties of the soils, which may affect the Geotechnical aspects of the project design and construction. The laboratory tests included:



Moisture Content -

Moisture content was performed to evaluate moisture-conditioning requirements during site preparation and earthwork grading. Moisture content was evaluated in general accordance with ASTM Test Method D 2216.



Grain Size Analysis -

Sieve analysis was performed to evaluate the gradation characteristics of the material and to aid in soil classification. Test was performed in general accordance with ASTM Test Method C 136 and D 2487.



Atterberg limits -

Atterberg limit tests were performed to aid in soil classification and to evaluate the plasticity characteristics of the material. Tests were performed in general accordance with ASTM Test Method D 4318.



Specific Gravity -

Soil specific gravity is used to define the phase relationship of soil, defined compactibility and density, and in conversions and calculations for other test procedures. Tests were performed in general accordance with ASTM D 854

5.0 RECOMMENDATIONS If the project be implemented, it is recommended that further soil test and studies be conducted to properly determine the soil bearing capacity. It is recommended to use the Soil Penetration Test (SPT) Method in getting the soil sample. From the gathered data and computed results, it is identified that the concrete structure ideally will have square footings as shallow foundation. The depth of the foundation is reaching only 1.5 meters.

MOISTURE CONTENT DETERMINATION South of Pototan Municipal Hall (see Soil Pit Location Location: Plan) Soil Pit No. 1 Depth: 1.5 m Date: May 30, 2018 Trial

1

2

3

4

Wt. of can, W 1 (kg)

0.0100 0.0112 0.0127 0.0095

Wt. of wet sample + can, W 2 (kg)

0.2100 0.1981 0.1813 0.1520

Wt. of dry sample + can W 3 (kg) Wt. of water (kg) Wt. of dry sample (kg) Water Content, ω Average Water Content, ω

0.1505 0.0495 0.1405 0.3523

0.1409 0.1302 0.0460 0.0384 0.1297 0.1175 0.3547 0.3268 34.329

0.1088 0.0337 0.0993 0.3394

Location: North of Pototan Municipal Hall (see Soil Pit Location Plan) Soil Pit No. 2 Depth: 1.5 m Date: May 30, 2018 Trial

1

2

3

4

Wt. of can, W 1 (kg)

0.0100 0.0112 0.0127 0.0095

Wt. of wet sample + can, W 2 (kg)

0.2130 0.1981 0.1770 0.1600

Wt. of dry sample + can W 3 (kg) Wt. of water (kg) Wt. of dry sample (kg) Water Content, ω Average Water Content, ω

0.1505 0.0525 0.1405 0.3737

0.1409 0.1302 0.0460 0.0341 0.1297 0.1175 0.3547 0.2902 35.962

0.1088 0.0417 0.0993 0.4199

GRAIN SIZE ANALYSIS South of Pototan Municipal Hall (see Soil Pit Location Location: Plan) Soil Pit No. 1 Depth: 1.5 m Date: May 30, 2018 Percent Weight Sieve Percent Sieve Weight Weight Passing Size Passing Number Retained (kg) (mm) (kg) Retained (%) 4 0.010 0.990 1.000 4.750 99.010 10 0.350 34.653 0.650 2.000 64.356 20 0.275 27.228 0.375 0.850 37.129 50 0.195 19.307 0.180 0.355 17.822 100 0.090 8.911 0.090 0.150 8.911 200 0.050 4.950 0.040 0.075 3.960 PAN 0.040 3.960 0.000 0.000 0.000 Total Weight

1.010

φ = 20˚ Cohesion, c' = 0

100

10

1

0.1

0.01

Particle Size (mm)

USCS Soil Classification:

SW

Well Graded Sand

1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 0.001

Passing Percentage

Particle Distribution Curve Logarithmic Scale

North of Pototan Municipal Hall (see Soil Pit Location Location: Plan) Soil Pit No. 2 Depth: 1.5 m Date: May 30, 2018 Sieve Number

Weight Retained (kg)

4 10 20 50 100 200 PAN

0.020 0.400 0.275 0.200 0.090 0.060 0.030

Percent Weight Weight Passing (kg) Retained 1.860 37.209 25.581 18.605 8.372 5.581 2.791

1.055 0.655 0.380 0.180 0.090 0.030 0.000

Sieve Percent Size Passing (mm) (%) 4.750 98.140 2.000 60.930 0.850 35.349 0.355 16.744 0.150 8.372 0.075 2.791 0.000 0.000

Total Weight

1.075 φ = 20˚ Cohesion, c' = 0

100

10

1

0.1

0.01

Particle Size (mm)

USCS Soil Classification:

SW

Well Graded Sand

1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 0.001

Passing Percentage

Particle Distribution Curve Logarithmic Scale

UNIT WEIGHT DETERMINATION South of Pototan Municipal Hall (see Soil Pit Location: Location Plan) Soil Pit No. 1 Depth: 1.5 m Date: May 30, 2018 Wt. of sample (g) 115.000 Diameter (cm) 3.500 Height (cm) 6.900 Wt. of paraffin + sample (g) 130.000 Wt. of paraffin (g) 15.000 Volume of soil sample (cmᶟ) 66.386 Volume of paraffin (cmᶟ) 0.06 Initial Volume of water (cmᶟ) 700.000 Volume of water (cmᶟ) 785.000 Rise of Water (cmᶟ) 85.000 Average Unit Weight, kN/mᶟ 15.138

North of Pototan Municipal Hall (see Soil Pit Location: Location Plan) Soil Pit No. 2 Depth: 1.5 m Date: May 30, 2018 Wt. of sample (g) 116.000 Diameter (cm) 3.500 Height (cm) 6.900 Wt. of paraffin + sample (g) 130.000 Wt. of paraffin (g) 14.000 Volume of soil sample (cmᶟ) 66.386 Volume of paraffin (cmᶟ) 0.06 Initial Volume of water (cmᶟ) 700.000 Volume of water (cmᶟ) 785.000 Rise of Water (cmᶟ) 85.000 Average Unit Weight, kN/mᶟ 15.269

LIQUID LIMIT DETERMINATION LIQUID LIMIT Location: South of Pototan Municipal Hall (see Soil Pit Location Plan) Soil Pit No. 1 Depth: 1.5 m Date: May 30, 2018 Trial No of Blows Wt. of Can Wt. of Can + Wet Soil Wt. of Can + Dry Soil Water Content (%) Average Water Content (%)

1 27 0.011 0.030 0.022 79.25

2 23 0.009 0.025 0.021 30.08 56.14

3 17 0.011 0.025 0.020 59.09

LL = 60.073 LIQUID LIMIT Location: North of Pototan Municipal Hall (see Soil Pit Location Plan) Soil Pit No. 2 Depth: 1.5 m Date: May 30, 2018 Trial No of Blows Wt. of Can Wt. of Can + Wet Soil Wt. of Can + Dry Soil Water Content (%) Average Water Content (%)

LL =56.77 Average Liquid Limit = 58.421

1 27 0.010 0.030 0.022 72.41

2 23 0.010 0.025 0.021 32.74 52.74

3 17 0.010 0.025 0.020 53.06

PLASTIC LIMIT DETERMINATION PLASTIC LIMIT Location: South of Pototan Municipal Hall (see Soil Pit Location Plan) Soil Pit No. 1 Depth: 1.5 m Date: May 30, 2018 Trial No of Blows Wt. of Can Wt. of Can + Wet Soil Wt. of Can + Dry Soil Water Content (%) Average Water Content (%)

1 27 0.0110 0.0118 0.0116 33.33

2 23 0.0096 0.0110 0.0106 40.00 37.78

3 17 0.0093 0.0100 0.0098 40.00

PL =37.78 PLASTIC LIMIT Location: North of Pototan Municipal Hall (see Soil Pit Location Plan) Soil Pit No. 2 Depth: 1.5 m Date: May 30, 2018 Trial No of Blows Wt. of Can Wt. of Can + Wet Soil Wt. of Can + Dry Soil Water Content (%) Average Water Content (%)

1 27 0.0100 0.0119 0.0116 18.75

2 23 0.0096 0.0119 0.0114 27.78 35.51

3 17 0.0095 0.0119 0.0110 60.00

PL =35.51 Average Plastic Limit = 36.645% PLASTICITY INDEX Borehole No. 1 Borehole No. 2

22.29 PI = LL - PL

21.775 21.26

SPECIFIC GRAVITY DETERMINATION

Location: South of Pototan Municipal Hall (see Soil Pit Location Plan) Soil Pit No. 1 Depth: 1.5 m Date: May 30, 2018 Wt. of flask + Water + Soil W 3 (g) Temperature ( ͦC) Wt. flask + Water W 2 (g) Wt. of Dry Soil W 1 (g) Specific Gravity of Water Specific Gravity of Soil, Gs

435 28.6 341.5 150 0.9982 2.65

Location: South of Pototan Municipal Hall (see Soil Pit Location Plan) Soil Pit No. 2 Depth: 1.5 m Date: May 30, 2018 Wt. of flask + Water + Soil (g) Temperature ( ͦC) Wt. flask + Water (g) Wt. of Dry Soil (g) Specific Gravity of Water Specific Gravity of Soil, Gs

Specific Gravity of Soil, Gs = 2.66

436 28.6 341.5 151 0.9982 2.67

SAMPLE COMPUTATION FOR SOIL BEARING CAPACITY (4FT) Soil Pit No. 1 Soil Classification Corresponding Ø Soil Cohesion Depth, Df Soil Unit Weight at Df Soil Unit Weight Above

Well Graded Sand (SW) 25° 0 kPa 1.5 m 15.138 kN/m3

Nc = 25.130 Nq = 12.720 Nv = 8.340 FS = 3

15.61 kN/m3

Terzaghi's Soil Bearing Capacity, 1

qu = c Nc + q Nq + 2 𝛾𝐵 Nv = (0)( 25.130) + (15.61)(1.5)( 12.720)+ (0.5)(15.138)(1.5)( 8.340) 1

qu = c Nc + q Nq + 2 𝛾𝐵 Nv = 426.49 KPa qa =

𝑞𝑢

𝐹𝑆

=

𝟒𝟐𝟎.𝟑𝟎 3

qa = 142.16KPa

Soil Pit No. 1 Soil Classification Corresponding Ø Soil Cohesion Depth, Df Soil Unit Weight at Df Soil Unit Weight Above

Well Graded Sand (SW) 25° 0 kPa 1.5 m 15.269kN/m3 15.6

Nc = 25.130 Nq = 12.720 Nv = 8.340 FS = 3

kN/m3

Terzaghi's Soil Bearing Capacity, 1

qu = c Nc + q Nq + 2 𝛾𝐵 Nv = (0)( 25.130) + (15.6)(1.5)( 12.720)+ (0.5)(15.2694)(1.5)( 8.340) 1

qu = c Nc + q Nq + 2 𝛾𝐵 Nv = 426.80 KPa 𝑞

qa = 𝐹𝑆𝑢 =

𝟒𝟐𝟔.𝟖𝟎 3

qa = 142.27 KPa

Average qa = 142.215 kPa Average Soil Unit Weight Above = 15.605 kN/m3

143

APPENDIX E PROJECT SCHEDULING

GANNT CHART 1ST MONTH

ACTIVITIES DURATION A Preliminary Works 10 B Earthworks 15 RSB Fabrication 25 C G Form Works 25 F Masonry Works 30 D Electrical and Plumbing 15 40 H Installation of Doors and Windows E Concrete Works 45 I Finishing Works 40 J Ceiling Works/Fabrication 12 K Painting & Tile Works 24 L Clean-up 20 Over Head/Contigencies Construction Profit TOTAL 171

COMP. AMOUNT

30,500.00 80,320.64 538,340.24 641,178.80 2,330,426.24 353,178.80 369,457.00 3,536,844.24 268,690.14 65,692.37 301,814.00 26,869.01 486,336.52 405,280.43 9,912,836.47

WEIGHT 0.003076819 0.00810269 0.054307386 0.064681668 0.235091767 0.03562843 0.037270563 0.35679437 0.027105273 0.006627 0.030446785 0.002710527 0.049061288 0.040884406 1.00

W1

W2

W3

2ND MONTH

W4

W1

W2

W3

W4

146

APPENDIX F SAMPLE COMPUTATION FOR STRUCTURAL ANALYSIS

SAMPLE COMPUTATION FOR DESIGN OF COLUMNS Column:

(C1)

(C1)

Material Properties: f’c =

21

MPa

α=

0.8

fy =

275

MPa

Ø=

0.65

Floor Level Roof Deck 2nd Floor Pu =

Loads 403.2248 kN 770.2 kN 1173.4248 kN

Assume Steel Percentage:

𝜌=

𝐴𝑠

𝐴𝑔

= 0.01

Gross Cross- Sectional Area (Concrete):

𝐴𝑔 =

𝑃𝑢

Ø𝛼�0.85𝑓 ′𝑐(1−𝜌)+ 𝜌𝑓𝑦�

= 110500.5095 mm2

Square Column Dimension: d = �𝐴𝑔 = 332.416169 mm 𝑑𝑑𝑠𝑢𝑝𝑝𝑙𝑖𝑒𝑑 :

Resulting Steel Area: 𝐴𝑠 =

400 mm

1600 mm2 Bar Size:

16 mm

No. of Bars:

7.9577747

Supplied No: 8 Check Steel Ratio: 𝐴

Resulting 𝑃𝑢 :

𝜌 = 𝐴𝑠 = 𝑔

0.01005

𝑃𝑢 = Ø𝛼�0.85𝑓 ′ 𝑐�𝐴𝑔 − 𝐴𝑠 � + 𝑓𝑦𝐴𝑠 � =

.: Ok

1700.204793 kN

.:Adequate

Ties Spacing: (Using 10mm Φ bars) Required Spacing: 16𝑑𝑑𝑏 =

256 mm

48𝑡𝑏 =

480 mm

Least Dimension =

400 mm

Spacing Adopted =

250 mm

Remarks: Use

400 mm

by

With

8

16 mm Φ

Main RSB

@

O.C.

-

10 mm Φ Tie Bars

400 mm

250 mm

Column

SAMPLE COMPUTATION FOR DESIGN OF SQUARE ISOLATED FOOTING

f’c =

21 MPa

fy =

275 MPa

qa =

142.215 kPa

𝛾𝑐 = 𝛾𝑠 =

23.6 15.138 153.159 72.129 1.5 500 75 20 400

PDL(unfactored) PLL(unfactored) Depth, Df Assumed h Cover Bar Size Width, dcolumn

kN/m3 kN/m3 kN kN m mm mm mm mm

deffective = h- cover = qeff = qa - 𝛾𝑠 (Df – h) - 𝛾𝑐 h = P +PLL A = DL = 𝑞 𝑒𝑓𝑓

B = √𝐴 =

Use B = B=

A) Check for One- Way Shear 𝐵

A1 = (B) (2 − 𝑞𝑢 =

𝑑𝑐 2

− 𝑑𝑑) =

1.2PDL +1.6PLL

𝑉𝑉𝑎𝑙𝑙 =

𝐵2

=

𝑉𝑉𝑢 = 𝑞𝑢 A1 = λ√f′ c bw d 6

=

105000 mm2 152.65163 kPa 16.02842143 kN 340.8290673 kN

Conclusion: Design is adequate for One-Way Shear B) Check for Two- Way Shear A2 = B2 – (h+ d)2=

𝑞𝑢 =

1.2PDL +1.6PLL 𝑅2

=

152.65163 kPa

=

1606.765 kN

𝑉𝑉𝑢 = 𝑞𝑢 A2 = bo = (4) (dcolumn+ d) = 𝑉𝑉𝑎𝑙𝑙 =

λ√f′ c bo d 3

1.104275 mm2

168.5846 kN 3300 mm

Conclusion: Design is adequate for Two-Way Shear

(F1)

425 mm 115.277 kPa 1.9549 m2 1.39818 m 1.4 m 1400 mm

C) Design Reinforcement 𝑊𝑢 = 𝑞𝑢 B = 𝐵

𝑑𝑐

𝑀𝑢 =

Wu L c

Lc = 2 −

ρmin =

ρ=�

1.4 𝑓𝑦

0.85f’c 𝑓𝑦

2

2

𝑀

213.71228 kN/m

=

500 mm

=

26.714035 kN-m

𝑅𝑛 = θ𝑏𝑑𝑢2 =

� �1 − �1 −

= 0.0051

2Rn

0.85f’c

117.379187 kPa

� = 0.000428246 ρmax =

Use ρ = 0.0051

0.85𝑓 ′ 𝑐 β1

As = ρbd = 3034.5

𝑓𝑦

3

𝑥 = 0.02069 8

mm2

Ab = 314.15926 mm2 n=

As

Ab

= 9.65911

Use 10 – 20 mm Ø Both ways Spacing of Bars =

B

n

= 144.9408 mm

Use spacing of 125 mm

Use 10 bars

SAMPLE COMPUTATION FOR DESIGN OF ONE-WAY SLAB A) Minimum Thickness ℎ𝑚𝑖𝑛 = ℎ𝑚𝑖𝑛 = ℎ𝑚𝑖𝑛 =

B) Dead Loads Total Dead Loads

L/10 mm 1000/10 mm 100 mm (Use ℎ𝑚𝑖𝑛 = 100 mm) =

5.2916 kPa

= =

5.2916 kPa (1 m) 5.2916 kN/m

C) Live Load Uniform Dead Load

= = =

3.8 kPa (3.8 kPa) (1m) 3.8 kN/m

D) Factored Loads

= = =

1.2DL + 1.6LL 1.2(5.2916) + 1.6(3.8) 12.42992 kN/m

=

0.887851 kN-m (Positive)

=

1.242992 kN-m (Negative)

Uniform Dead Load

E) Design Moments 𝑀𝑢 = 𝑀𝑢 =

𝑊𝐿2 14

𝑊𝐿2 10

= =

F) Effective Depth d = 100 – 20 – 0.5(12) d = 74 mm G) Coefficient of Resistance Rn Rn

=

ρmax

=

0.180149 MPa

(Positive Moment)

=

0.252210 MPa

(Negative Moment)

=

f’c

=

21 MPa

𝑓𝑦

=

275 MPa

H) Steel Ratio

ρmin

Mu

Øbd2

=

Mu

Øbd2

√f’c 4fy

=

= 0.00417 0.85f’c𝛽 𝑓𝑦

3

x8

𝛽 = 0.85 ρmin

=

= 0.02069

1.4 𝑓𝑦

= 0.00509

ρ

=

0.85f’c

� �1 − �1 −

0.85f’c

0.85f’c

� �1 − �1 −

0.85f’c

�

𝑓𝑦

Reinforcement)

ρ

=

�

𝑓𝑦

Reinforcement)

2Rn

�

=

0.00065842 (Positive

2Rn

�

=

0.000923699 (Negative

Use ρ = 0.00509 for positive reinforcements. Use ρ = 0.00509 for negative reinforcements. I) Area of Reinforcement As =

J) Spacing

As =

ρbd

=

ρbd

=

376.66 𝑚𝑚 2

376.66𝑚𝑚 2

Using 12mm Ø bar S= Reinforcement) S= Reinforcement)

1000 As �A b 1000 As �A b

S = 3h

(Positive Reinforcement)

=

300.244 mm

=

300.244 mm

=

3(150)

(Negative Reinforcement) Ab = 113.09 𝑚𝑚 2

(Positive

(Negative

=

450 mm

Use

300mm for spacing in positive reinforcement

Use

300mm for spacing in negative reinforcement

K) Shrinkage and Temperature Reinforcement ρ = 0.002

=

A b = 78.53 𝑚𝑚2

=

392.65 mm

Using 10mm Ø bars Ast =

ρbh

Spacing

S= 750 Use

1000 Ast �A b

300 mm

200 𝑚𝑚 2

(Code) S= 5h = 5(150)=

(From the Code)

SAMPLE COMPUTATION FOR DESIGN OF TWO – WAY SLABS (S1) A) Short Span Length, la Long Span Length, lb B) Minimum Thickness hmin = C)

(2)(la +lb ) 180

Wt. of Slab Dead Load Total Dead Load Live Load Factored Dead Load Factored Live Load l

3160 mm 4860 mm =

89.111 2.103022 2.9316 5.034622 3.8 6.0415466 6.08

D) m = la = 0.650205 b

E) Case: Coefficient

use hmin = 100 mm

kN/m kN/m kN/m kN/m

4

Negative Moment

Positive Moment, DL

Positive Moment,LL

Ca

0.081

0.046

0.057

Cb

0.019

0.011

0.014

F) Design Moments, Mu = Cwl2 Negative Moments (Continuous Ends): 9.804314228

kN-m

(Short Span)

5.439815589

kN-m

(Long Span)

6.235719082

kN-m

(Short Span)

3.580188424

kN-m

(Long Span)

Positive Moments:

Negative Moments (Discontinuous Ends): 2.078573027

kN-m

(Short Span)

1.193396141

kN-m

(Long Span)

G) Steel Reinforcement (Short – Span Direction) Effective Depth d = 100 – 20 – (0.5)(12) d = 74 mm

f’c

=

ρmin

=

ρmin

ρmax

= =

𝛽 = 0.85

21 MPa √f’c 4fy

fy

=

275 MPa

= 0.00417

1.4

= 0.00509

𝑓𝑦

0.85f’c𝛽 𝑓𝑦

3

x8

=

0.02069

Negative Moment (Continuous Ends): 9.804314228 M

= Øbdu 2

Rn

ρ= As =

0.85f’c

�

𝑓𝑦

ρbd

kN-m

=

1.989350342 MPa

� �1 − �1 − =

(Short Span)

2Rn

0.85f’c

�=

569.0206657

Using 12 mmØ bars, Ab = 113.09 S=

1000 Ast �A b

=

198.7578701 Use

0.007689468

Use 0.007689468

mm2 mm2 mm 300

150 mm

(Code) S = 3h = 3(100)=

(From the Code)

Positive Moment 6.235719082

Rn

ρ= As =

=

Mu

Øbd2

0.85f’c

�

𝑓𝑦

ρbd

=

kN-m

1.265262374 MPa

� �1 − �1 − =

(Short Span)

2Rn

0.85f’c

376.66

�=

Using 12 mmØ bars, Ab = 113.09 S=

1000 Ast �A b

=

0.004776715

Use 0.00509

mm2 mm2

392.65

mm 300

Use

300 mm

(Code) S = 3h = 3(100)=

(From the Code)

Negative Moment (Discontinuous Ends): 2.078573027

M

= Øbdu 2

Rn

ρ= As =

0.85f’c

�

𝑓𝑦

ρbd

=

kN-m

0.421754125 MPa

� �1 − �1 − =

(Short Span)

2Rn

0.85f’c

376.66

�=

Using 12 mmØ bars, Ab = 113.09 S=

1000 Ast �A b

=

0.001552211

Use 0.00509

mm2 mm2

392.65

mm 300

Use

300 mm

(Code) S = 3h = 3(100)=

(From the Code)

H) Steel Reinforcement (Long – Span Direction) Effective Depth d = 100 – 20 – (0.5)(12) d = 74 mm Negative Moment (Continuous Ends): 5.439815589

Rn

ρ= As =

=

Mu

Øbd2

0.85f’c

�

𝑓𝑦

ρbd

=

kN-m

1.103769091 MPa

� �1 − �1 − =

(Long Span)

2Rn

0.85f’c

376.66

�=

Using 12 mmØ bars, Ab = 113.09 S=

1000 Ast �A b

=

0.004146124

Use 0.00509

mm2 mm2

392.65

mm 300

Use

300 mm

(Code) S = 3h = 3(100)=

(From the Code)

Positive Moment 3.580188424 kN-m Rn

ρ= As =

M

= Øbdu 2 0.85f’c

�

𝑓𝑦

ρbd

=

0.72644031

� �1 − �1 − =

(Long Span)

2Rn

0.85f’c

376.66

�=

Using 12 mmØ bars, Ab = 113.09 S=

1000 Ast �A b

=

392.65 Use

MPa 0.002697659

Use 0.00509

mm2 mm2 mm 300

300 mm

(Code) S = 3h = 3(100)=

(From the Code)

Negative Moment (Discontinuous Ends): 1.193396141 Rn

ρ= As =

M

= Øbdu 2 0.85f’c

�

𝑓𝑦

ρbd

=

kN-m (Long Span)

0.24214677

� �1 − �1 − =

2Rn

0.85f’c

376.66

�=

Using 12 mmØ bars, Ab = 113.09 S=

1000 Ast �A b

=

392.65 Use

MPa 0.000886589

Use 0.00509

mm2 mm2 mm 300

300 mm

(Code) S = 3h = 3(100)=

(From the Code)

SAMPLE COMPUTATION FOR SOIL BEARING CAPACITY (4FT) Bore Hole No.1 Soil Classification Corresponding Ø Soil Cohesion Depth, Df Soil Unit Weight at Df Soil Unit Weight Above

Well Graded Sand (SW) 25° 0 kPa 1.5 m 15.138 kN/m3

Nc = 25.130 Nq = 12.720 Nv = 8.340 FS = 3

15.61 kN/m3

Terzaghi's Soil Bearing Capacity, 1

qu = c Nc + q Nq + 2 𝛾𝐵 Nv = (0)( 25.130) + (15.61)(1.5)( 12.720)+ (0.5)(15.138)(1.5)( 8.340) 1

qu = c Nc + q Nq + 2 𝛾𝐵 Nv = 426.49 KPa qa =

𝑞𝑢

𝐹𝑆

=

𝟒𝟐𝟎.𝟑𝟎 3

qa = 142.16KPa

Bore Hole No.2 Soil Classification Corresponding Ø Soil Cohesion Depth, Df Soil Unit Weight at Df Soil Unit Weight Above

Well Graded Sand (SW) 25° 0 kPa 1.5 m 15.2694kN/m3 15.6

Nc = 25.130 Nq = 12.720 Nv = 8.340 FS = 3

kN/m3

Terzaghi's Soil Bearing Capacity, 1

qu = c Nc + q Nq + 2 𝛾𝐵 Nv = (0)( 25.130) + (15.6)(1.5)( 12.720)+ (0.5)(15.2694)(1.5)( 8.340) 1

qu = c Nc + q Nq + 2 𝛾𝐵 Nv = 426.80 KPa 𝑞

qa = 𝐹𝑆𝑢 =

𝟒𝟐𝟔.𝟖𝟎 3

qa = 142.27 KPa

Average qa = 142.215 kPa Average Soil Unit Weight Above = 15.605 kN/m3

SAMPLE COMPUTATION FOR DESIGN OF BEAMS (B1) Maximum Negative Moment, -Mmax =

28.2200

KN-m

R1

49.52

Maximum Positive Moment, +Mmax =

14.1100

KN-m

R2

49.52

Design for Negative and Positive Moment M-

28.2200

KN-m

M+

14.1100

KN-m

RR

33.1600

KN

RL fy

33.1600 275

KN Mpa

f'c

21

MPa

β1

0.85

φ

0.9

h

342

mm

supplied h

400

mm

b

151

mm

supplied b

200

mm

d

302

mm

mm

ρmin

0.00509

ρbal

0.03783

d 330 (𝑠𝑠𝑢𝑢𝑝𝑝𝑝𝑝𝑙𝑙𝑖𝑖𝑒𝑒𝑑𝑑 𝑏𝑏)/(𝑠𝑠𝑢𝑢𝑝𝑝𝑝𝑝𝑙𝑙𝑖𝑖𝑒𝑒𝑑𝑑 𝑑𝑑)= 0.606061

ρmax

0.02069 Negative Moment

Positive Moment

Rn ρreq

1E+00 0.00547

As Bar Diameter No. of Bars

360.701 16 1.79398

Supplied No. of Bars

SAFE

2

mm4 mm

Rn ρreq

7E-01 0.00267

As Bar Diameter No. of Bars Supplied No. of Bars

176.389 16 0.87729 1

mm4 Mm

49.52

28.96 49.52 14.1

-28.22

Spacing, mm

Distance From Support, d (m) 0.33 0.5

47.9964 42.0838

1.0

24.6938

1.5

7.3038

2.0

10.0862

1.71

0.00

Vu (kN)

Stirrup Computation:

𝑉𝑉s =

(Vu − ∅Vc) ∅

Av fyd Vs

3Av fy bw

13.58686 1049.173168 647.9534848 5.703400 2499.3819 647.9534848 -815.349756 647.9534848 17.483265 -350.504063 647.9534848 40.669932 -223.234196 647.9534848 63.856599 -282.790084 647.9534848 50.408332 Therefore, use 100 mm spacing for all

Av = 157.0796 mm2

16Av fy

bw √f ′ c

Smax d/2

600

754.1068929 754.1068929

165 165

600 600

754.1068929

165

600

754.1068929

165

600

754.1068929

165

600

754.1068929

165

600

SAMPLE COMPUTATION FOR DESIGN OF GIRDERS (G2) Maximum Negative Moment, -Mmax = 79.2200 KN-m

R1

92.84

Maximum Positive Moment, +Mmax = 38.6300 KN-m

R2

92.84

MM+ fy f'c

79.2200 38.6300 275 21

Design for Negative and Positive Moment KN-m KN-m Mpa MPa

β1 φ h b

0.85 0.9 512 mm 236 mm

d

472 mm

ρmin

0.00509

ρbal

0.03783

ρmax

0.02069

supplied h supplied b d (𝑠𝑠𝑢𝑢𝑝𝑝𝑝𝑝𝑙𝑙𝑖𝑖𝑒𝑒𝑑𝑑 𝑏𝑏)/(𝑠𝑠𝑢𝑢𝑝𝑝𝑝𝑝𝑙𝑙𝑖𝑖𝑒𝑒𝑑𝑑 𝑑𝑑)=

Negative Moment Rn 1.90421 ρreq As Bar Diameter No. of Bars Supplied No. of Bars

36.265

0.00734 788.979 mm4 16 mm 3.92406 4

500 mm 250 mm 430 mm 0.581395

SAFE

Positive Moment Rn 9E-01 ρreq 0.00347 As 372.945 mm4 Bar Diameter 16 mm No. of Bars 1.85488 Supplied No. of Bars

2

Distance From Support, d (m) 0.43 0.5 1.0 1.5 2.0 1.21

Spacing, mm Vu (kN) 21.1458 19.2481 5.6931 -7.8619 -21.4169 0.00

𝑉𝑉s =

(Vu − ∅Vc) ∅

-53.9100 -56.44034 -74.51368 -92.58701 -110.66034 -82.1044

Av fyd Vs

-344.549 -344.549 -344.549 -344.549 -344.549 -344.549

3Av fy bw

518.3628 518.3628 518.3628 518.3628 518.3628 518.3628

16Av fy bw √f ′ c

603.2855 603.2855 603.2855 603.2855 603.2855 603.2855

Therefore, use 3 @ 50 mm, 4 @ 75 mm, rest @ 150 mm

Smax d/2

600

215 215 215 215 215 215

600 600 600 600 600 600

SAMPLE COMPUTATION - DEVELOPMENTAL LENGTHS f’c =

21 MPa

fy =

275 MPa Ψe =

1

λ=

1

Type of Hook

ldh ,mm

Bar Diameter, mm

90°

80°

138.26

172.83

96.00

96.00

150

150.00

150.00

Adopted

150.00

175.00

184.35

230.44

128.00

128.00

150.00 200.00

150.00 250.00

𝑑𝑑𝑏

230.44

288.05

160.00 150.00 250.00

160.00 150.00 300.00

𝑑𝑑𝑏

288.05

360.06

200.00 150.00 300.00

200.00 150.00 375.00

ldh =

0.24 Ψefy λ √f’c

8 𝑑𝑑𝑏 ldh =

0.24 Ψefy λ √f’c

8 𝑑𝑑𝑏

𝑑𝑑𝑏

𝑑𝑑𝑏

150 Adopted ldh =

0.24 Ψefy λ √f’c

8 𝑑𝑑𝑏 150 Adopted ldh =

0.24 Ψefy λ √f’c

8 𝑑𝑑𝑏 150 Adopted

12

16

20

25

*For 90° Hook, ldh is multiplied by 0.8 as indicated in Section 412.6.3 (3) of the NSCP. 2010 Ed.

SAMPLE CALCULATION FOR DESIGN BASE SHEAR Occupancy:

Office Standard

Seismic Zone:

4

Soil Profile Type:

Sc

Seismic Source Type:

Type A

Seismic Coefficient:

Na =

1.0

Ca =

0.4

Nv =

Seismic Response Coefficient

Cv =

Structural System: Structural Period:

1.0

0.4

R=

8.5

Ct =

0.0731

hn =

8m

T = Ct (hn )3/4 =

Structural Weight:

0.34772 s

Roof Deck Weight : 2773.24 kN Second Floor Weight: 2773.24 kN Design Base Shear: V=

CvlW 𝑅𝑇

𝑉𝑉𝑚𝑎𝑥 =

= 1050.88986 kN

2.5Ca lW 𝑅𝑇

=

652.5270588 kN

𝑉𝑉𝑚𝑖𝑛 = 0.11Ca IW =

Zone 4 𝑉𝑉𝑚𝑖𝑛 = Computation for Lateral Force Distribution

0.8ZNvlW 𝑅

=

244.04512

kN

208.8086588 kN

Use 𝑉𝑉𝑠𝑡𝑎𝑡 = 652.5270588 kN

𝑉𝑉𝑠𝑡𝑎𝑡 = 652.5270588 kN

T= 0.34772 s; T< 0.75s .: 𝐹𝑡 = 0

Level

Wx (kN)

hx (m)

R 2

2773.24 2773.24

8 4

Total

5546.48

Wx hx (kN-m)

Wx hx Ʃ(Wx hx)

Fx (kN)

Fx (kN)

22185.9 0.66667 435.018 11093 0.33333 217.509

435.1 217.6

33278.9

1 652.527

SAMPLE COMPUTATION DEVELOPMENT LENGTHS FOR TENSION REINFORCING (CANTILEVER BEAMS)

𝑙𝑙𝑑 =

3 𝑓𝑦 𝜑𝑡 𝜑𝑒 𝜑𝑠 𝑑𝑑 40λ √𝑓′𝑐 𝑐𝑏𝑏 + 𝑘𝑡𝑟 𝑏 𝑑𝑑𝑏

𝑙𝑙𝑑 =

9 𝑓𝑦 𝜑𝑡 𝜑𝑒 𝜑𝑠 𝑑𝑑 10λ √𝑓′𝑐 𝑐𝑏𝑏 + 𝑘𝑡𝑟 𝑏 𝑑𝑑𝑏

SI UNITS:

Based on Table (ACI 12.2.4) φ𝑡 =

1.0

φ𝑒 =

1.0

φ𝑠 =

0.8

√𝑓′𝑐

λ = 1.8𝑓 = 𝑐𝑡

𝐶𝑏 = 22 𝑘𝑡𝑟 =

√21 𝑀𝑃𝑎 1.8

𝐴𝑡𝑟 𝑓𝑦𝑡 10𝑠𝑛

=

𝐶𝑏 +𝑘𝑡𝑟 𝑑𝑏

22+40𝜋 16

= 1.0

𝜋 (16)2(2)(275) 4

(10)(44)(2)

for normal lightweight concrete

= 40𝜋

≤ 2.5

= 9.23

Use: 2.5 9

𝑙𝑙𝑑 = 10(1)

275 (1)(1)(0.8)

√21

2.5

(16) = 276.526 𝑚𝑚

SAMPLE COMPUTATION DEVELOPMENT LENGTHS FOR TENSION REINFORCING (GIRDERS AND BEAMS)

𝑙𝑙𝑑 =

9 𝑓𝑦 𝜑𝑡 𝜑𝑒 𝜑𝑠 𝑑𝑑 10λ √𝑓′𝑐 𝑐𝑏𝑏 + 𝑘𝑡𝑟 𝑏 𝑑𝑑𝑏

𝜋 (16)2 (4)(275) 40 𝑘𝑡𝑟 = = 120.2 10(46)(4)

𝑙𝑙𝑑 =

9 275 1(1)(0.8) (16) = 77.24 𝑚𝑚 10(1) √21 23 + 120.2 16

Hooks: (Cantilever, Beams & Girders)

𝑙𝑙𝑑ℎ = 𝑙𝑙𝑑ℎ =

0.24𝜑𝑒 𝑓𝑦 λ√f′c

0.24(1.0)(275) (1.0)(√21

𝑑𝑑𝑏

(16) = 230.438 𝑚𝑚

DEVELOPMENT LENGTHS FOR COMPRESSION BARS 𝑙𝑙𝑑𝑐 =

0.02𝑓𝑦𝑑𝑑𝑏 𝛾√𝑓′𝑐

𝑙𝑙𝑑𝑐 =

≥ 0.0003 𝑓𝑦 𝑑𝑑𝑏 𝑏𝑏𝑢𝑢𝑡 𝑛𝑜𝑡 𝑙𝑙𝑒𝑒𝑠𝑠𝑠𝑠 𝑡ℎ𝑎𝑛 200 𝑚𝑚

0.02 (275)(20 𝑚𝑚) (1.0)(√21)

= 24.004 𝑚𝑚

Use: 200 mm

SAMPLE COMPUTATION FOR TIE BEAM (FTB1) Material Properties: f’c =

21

MPa

α=

0.8

fy =

275

MPa

Ø=

0.65

Base Shear Pu = 652.5270588 kN

Assume Steel Percentage:

𝐴

𝜌 = 𝐴 𝑠 = 0.01 𝑔

Gross Cross- Sectional Area (Concrete):

𝐴𝑔 =

𝑃𝑢

Ø𝛼�0.85𝑓 ′𝑐(1−𝜌)+ 𝜌𝑓𝑦�

= 61448 mm2

Square Column Dimension: d = �𝐴𝑔 = 247.89 mm 𝑑𝑑𝑠𝑢𝑝𝑝𝑙𝑖𝑒𝑑 :

Resulting Steel Area: 𝐴𝑠 =

300 mm

1206.4 mm2 Bar Size:

16 mm

No. of Bars:

4.4762

Supplied No: 6 Check Steel Ratio: 𝐴

Resulting 𝑃𝑢 :

𝜌 = 𝐴𝑠 = 𝑔

0.0134 .: Ok

𝑃𝑢 = Ø𝛼�0.85𝑓 ′ 𝑐�𝐴𝑔 − 𝐴𝑠 � + 𝑓𝑦𝐴𝑠 � =

996.69 kN

.:Adequate

Ties Spacing: (Using 10mm Φ bars) Required Spacing: 16𝑑𝑑𝑏 =

256 mm

48𝑡𝑏 =

480 mm

Least Dimension =

300 mm

Spacing Adopted =

250 mm

Remarks: Use

300 mm

by

With

6

16 mm Φ

Main RSB

@

O.C.

-

10 mm Φ Tie Bars

300 mm

250 mm

Tie Beam

168

APPENDIX G BILL OF MATERIALS

Project: Location: Subject: Date:

ITEM I A B D G H II A B B.1 B.2 B.3 B.4 B.5 B.6 B.7 B.8 C C.1 C.1.1

C.1.2

C.1.3

C.2

C.3 C.3.1

Expansion of Municipal Hall BRGY. POBLACION, POTOTAN, ILOILO, PHILIPPINES Bill of Quantities ( Labor-Material ) Oct. 3, 2018 SCOPE OF WORKS General Requirements Mobilization and Demobilization Construction of temporary facilities Testing of Materials Demolition and Clearing Works Layout and Staking Earthworks Excavation of Column Footing 1 Excavation of Column Footing 2 Excavation of Column Footing 3 Excavation of Septic Tank Excavation of Catch BAsin EarthFill Tampering and Soil Compaction Gravel Bedding / Leveling Concreting Works Class A Column Footing Column Footing 1 Portland Cement Sand Gravel Column Footing 2 Portland Cement Sand Gravel Column Footing 3 Portland Cement Sand Gravel Footing Tie Beam Portland Cement Sand Gravel Column Column 1 Portland Cement

QTY

UNIT

MATERIAL COST UNIT COST TOTAL COST SITE PREPARATION

1 lot 15,000.00 1 lot 15,000.00 1 lot 105 sq.m subtotal for Complete Site Preparation STRUCTURAL / CIVIL WORKS 203.20 sq.m 30.00 40.50 72.00 6.00 12.00 0.864 73.15 203.20 184.00

cu.m cu.m cu.m cu.m cu.m cu.m sq.m sq.m

13.50 122.00 6.75 13.50 24.00 216.00 12.00 24.00 2.00 18.00 1.00 2.00 9.05 5.00 0.29 0.58

cu.m bags cu.m cu.m cu.m bags cu.m cu.m cu.m bags cu.m cu.m cu.m bags cu.m cu.m

26.11 235.00

cu.m bags

UNIT COST

LABOR COST TOTAL COST 10,000.00 5,000.00 5,000.00 10,500.00 30,500.00

25,000.00 20,000.00 5,000.00 10,500.00 60,500.00

10.00

2,032.00

8,128.00

320.00

12,960.00

12,960.00

18,288.00 1,016.00 5,520.00

320.00 320.00 80.00 20.00 20.00

3,840.00 276.48 5,852.16 4,064.00 3,680.00

3,840.00 276.48 24,140.16 5,080.00 9,200.00

1,000.00

13,500.00

1,000.00

24,000.00

1,000.00

2,000.00

1,000.00

576.00

275.00 720.00 1,100.00

33,550.00 4,860.00 14,850.00 59,400.00 8,640.00 26,400.00 4,950.00 720.00 2,200.00 1,375.00 207.36 633.60

13,500.00 33,550.00 4,860.00 14,850.00 24,000.00 59,400.00 8,640.00 26,400.00 2,000.00 4,950.00 720.00 2,200.00 576.00 1,375.00 207.36 633.60

64,625.00

1,000.00

26,112.00

275.00

-

250.00 5.00 30.00

275.00 720.00 1,100.00 275.00 720.00 1,100.00 275.00 720.00 1,100.00

15,000.00 10,000.00 15,000.00 5,000.00 5,000.00 100.00 30,000.00

TOTAL AMOUNT

6,096.00 -

26,112.00 64,625.00

C.3.1

C.4

C.5 C.5.1

C.5.2

C.6

C.7

D D.1 D.1.1

D.1.2

D.1.3

D.1.4

D.1.5

D.1.6

Sand Gravel Column 2 Portland Cement Sand Gravel Slab on Fill on plain cement finish Portland Cement Sand Gravel Beams B1 Portland Cement Sand Gravel G1 Portland Cement Sand Gravel Slab on Fill & Suspended slab of Septic Tank Portland Cement Sand Gravel Slab on Fill & Suspended slab of Catch Basin Portland Cement Sand Gravel Reinforcing Steel Bars Column Footing Column Footing 1 20mm RSB #16 Tie Wire Column Footing 2 20mm RSB #16 Tie Wire Column Footing 3 20mm RSB #16 Tie Wire Column Footing 4 20mm RSB #16 Tie Wire Column Footing 5 20mm RSB #16 Tie Wire Column Footing 6 20mm RSB

13.06 26.11 2.45 23.00 1.22 2.45 20.32 122.00 10.16 20.32

cu.m cu.m cu.m bags cu.m cu.m cu.m bags cu.m cu.m

4.95 45.00 2.48 4.95 11.28 102.00 5.64 11.28 1.40 13.00 0.70 1.40 0.58 6.00 0.29 0.58

cu.m bags cu.m cu.m cu.m bags cu.m cu.m cu.m bags cu.m cu.m cu.m bags cu.m cu.m

73.00 1.46

720.00 1,100.00 275.00 720.00 1,100.00 275.00 720.00 1,100.00

9,400.32 28,723.20 6,325.00 881.28 2,692.80 33,550.00 7,315.20 22,352.00

1,000.00

2,448.00

1,000.00

20,320.00

1,000.00

4,953.60

1,000.00

11,280.00

1,000.00

1,400.00

1,000.00

576.00

9,400.32 28,723.20 2,448.00 6,325.00 881.28 2,692.80 20,320.00 33,550.00 7,315.20 22,352.00

275.00 720.00 1,100.00

12,375.00 1,783.30 5,448.96 28,050.00 4,060.80 12,408.00 3,575.00 504.00 1,540.00 1,650.00 207.36 633.60

pcs kgs

630.00 70.00

45,990.00 102.20

8.00 6.00

584.00 8.76

46,574.00 110.96

73.00 1.46

pcs kgs

630.00 70.00

45,990.00 102.20

8.00 6.00

584.00 8.76

46,574.00 110.96

93.00 1.86

pcs kgs

630.00 70.00

58,590.00 130.20

8.00 6.00

744.00 11.16

59,334.00 141.36

93.00 1.86

pcs kgs

630.00 70.00

58,590.00 130.20

8.00 6.00

744.00 11.16

59,334.00 141.36

73.00 1.46

pcs kgs

630.00 70.00

45,990.00 102.20

8.00 6.00

584.00 8.76

46,574.00 110.96

93.00

pcs

630.00

58,590.00

8.00

744.00

59,334.00

275.00 720.00 1,100.00 275.00 720.00 1,100.00 275.00 720.00 1,100.00

4,953.60 12,375.00 1,783.30 5,448.96 11,280.00 28,050.00 4,060.80 12,408.00 1,400.00 3,575.00 504.00 1,540.00 576.00 1,650.00 207.36 633.60

D.1.7

D.2

D.3 D.3.1

D.4

D.5 D.5.1

D.5.2

D.5.3

D.5.4

D.6 D.6.1

D.6.2

D.7

#16 Tie Wire Column Footing 7 20mm RSB #16 Tie Wire Footing Tie Beam 16mm RSB 10mm RSB #16 Tie Wire Column Ground Column 1 16mm RSB 12mm RSB #16 Tie Wire 2nd flr Slab on Fill 12mm RSB #16 Tie Wire Beams B1 16mm RSB 10mm RSB #16 Tie Wire B2 16mm RSB 10mm RSB #16 Tie Wire B3 16mm RSB 10mm RSB #16 Tie Wire B4 16mm RSB 10mm RSB #16 Tie Wire GirderS G1 16mm RSB 10mm RSB #16 Tie Wire G2 16mm RSB 10mm RSB #16 Tie Wire Ground floor slab 10mm RSB @ 0.5 bothways o.c. 10mm RSB Dowel Bar #16 Tie Wire

1.86

kgs

70.00

130.20

6.00

11.16

141.36

47.00 0.94

pcs kgs

630.00 70.00

29,610.00 65.80

8.00 6.00

376.00 5.64

29,986.00 71.44

251.06 198.00 13.47

pcs pcs kgs

630.00 149.00 70.00

158,170.85 29,502.00 943.04

8.00 8.00 6.00

2,008.52 1,584.00 80.83

160,179.37 31,086.00 1,023.87

417.00 316.00 21.99

pcs pcs kgs

350.00 149.00 70.00

145,950.00 47,084.00 1,539.30

8.00 8.00 6.00

3,336.00 2,528.00 131.94

149,286.00 49,612.00 1,671.24

448.00 13.44

pcs kgs

149.00 70.00

66,752.00 940.80

8.00 6.00

3,584.00 80.64

70,336.00 1,021.44

161.00 206.00 11.01

pcs pcs kgs

350.00 149.00 70.00

56,350.00 30,694.00 770.70

9.00 8.00 6.00

1,449.00 1,648.00 66.06

57,799.00 32,342.00 836.76

33.00 130.10 4.89

pcs pcs kgs

350.00 149.00 70.00

11,550.00 19,384.78 342.51

9.00 8.00 6.00

297.00 1,040.79 29.36

11,847.00 20,425.57 371.87

13.00 18.00 0.93

pcs pcs kgs

350.00 149.00 70.00

4,550.00 2,682.00 65.10

9.00 8.00 6.00

117.00 144.00 5.58

4,667.00 2,826.00 70.68

11.00 17.00 0.84

pcs pcs kgs

350.00 149.00 70.00

3,850.00 2,533.00 58.80

9.00 8.00 6.00

99.00 136.00 5.04

3,949.00 2,669.00 63.84

169.00 120.00 8.67

pcs pcs kgs

350.00 149.00 70.00

59,150.00 17,880.00 606.90

9.00 8.00 6.00

1,521.00 960.00 52.02

60,671.00 18,840.00 658.92

37.00 26.00 1.89

pcs pcs kgs

350.00 149.00 70.00

9.00 8.00 6.00

178.00 74.54 5.34

pcs pcs kgs

149.00 149.00 70.00

12,950.00 3,874.00 132.30 26,522.00 11,105.86 166,732.02

333.00 208.00 11.34 1,424.00 596.29 -

13,283.00 4,082.00 143.64 27,946.00 11,702.15 166,732.02

8.00 8.00 4.00

D.8

D.9

E.

III A A.1

A.2

A.3

A.4

Slab on Fill & Suspended slab of Septic Tank 10mm RSB #16 Tie Wire Slab on Fill & Suspended slab of Catch Basin 10mm RSB #16 Tie Wire Formworks and Scaffoldings Columns Footing Beams Columns FTB Slab Septic Tank Catch Basin C-Joist @ 0.6 Spacing 3/4 Phenolic Board 2x4x12 Coco Lumber Assorted CWN Scaffoldings

CHB LAYING Exterior Wall #4 CHB Portland Cement Sand 10mm RSB #16 Tie Wire Interior Wall #4 CHB Portland Cement Sand 10mm RSB #16 Tie Wire Septic Tank #4 CHB Portland Cement Sand 10mm RSB #16 Tie Wire Catch Basin #4 CHB Portland Cement Sand 10mm RSB #16 Tie Wire

20.00 0.60

pcs kgs

149.00 70.00

2,980.00 42.00

8.00 6.00

160.00 3.60

3,140.00 45.60

5.00 0.15

kgs kgs

149.00 70.00

745.00 10.50 -

8.00 6.00

40.00 0.90

785.00 11.40

220.00 220.00

73,304.00 539,270.60

73,304.00 539,270.60

220.00 220.00 220.00 120.00

350,264.20 6,732.00 2,118.60 54,922.08 32,182.50 1,226,770.53

350,264.20 6,732.00 2,118.60 84,671.54 746,834.31 311,180.96 18,750.00 83,674.50 4,052,140.49

250.00

178,248.00

250.00

213,759.00

250.00

6,000.00

250.00

2,520.00

178,248.00 139,035.00 155,375.00 22,330.91 80,830.93 2,631.70 213,759.00 166,732.02 186,450.00 26,779.73 96,934.27 3,156.00 6,000.00 4,680.00 5,500.00 751.68 2,720.85 88.59 2,520.00 1,965.60 2,200.00 315.71 1,142.76 37.21

333.20 sq.m 2,451.23 sq.m 18.96 sq.m 452.64 sq.m 1,592.11 sq.m 30.60 sq.m 9.63 sq.m 457.68 lm 65.00 566 sheets 1,320.00 14,144.59 bd-ft 22.00 250.00 kgs 75.00 643.65 sq.m 80.00 subtotal for Structural/Civil Works ARCHITECTURAL WORKS 712.99 9,269.00 565.00 31.02 1,879.79 37.60 855.04 11,115.47 678.00 37.19 2,254.29 45.09 24.00 312.00 20.00 1.04 63.28 1.27 10.08 131.04 8.00 0.44 26.58 0.53

sq.m pcs bags cu.m kgs kgs sq.m pcs bags cu.m kgs kgs sq.m pcs bags cu.m kgs kgs sq.m pcs bags cu.m kgs kgs

29,749.46 746,834.31 311,180.96 18,750.00 51,492.00 2,825,369.96

15.00 275.00 720.00 43.00 70.00

139,035.00 155,375.00 22,330.91 80,830.93 2,631.70

15.00 275.00 720.00 43.00 70.00

166,732.02 186,450.00 26,779.73 96,934.27 3,156.00

15.00 275.00 720.00 43.00 70.00

4,680.00 5,500.00 751.68 2,720.85 88.59

15.00 275.00 720.00 43.00 70.00

1,965.60 2,200.00 315.71 1,142.76 37.21

50.00

-

B B.1

C C.1

C.2

D E E.1

E.2

F F.1

F.2

F.3

F.4

F.5

F.6

F.7

PLASTERING Interior and Exterior Wall Portland Cement Sand TILING WORKS Floor Tiles (Classrooms, Office, Hallway, Stair) 0.70m x 0.70m unglazed tile Adhesive tile grout Floor Tiles (Toilet) 0.20m x 0.20m unglazed tile Adhesive tile grout WALL PARTITION & ACCESSORIES Exit steel stair PAINTING WORKS Exterior Wall Acrylic Paint Primer Acrylic Latex Paint Interior Wall Latex Paint Flat Latex Paint Semi gloss Skimcoat DOORS AND WINDOWS INSTALLATION D-1 1.83 x 2.134 Double Glass 2 Door 2" x 4" Door Jamb D-2 1.7 x 2..032 Single Flush Door 2" x 4" Door Jamb D-3 0.80 x 2.0 Interior Single 3 Panel Vert Wood Door 2" x 4" Door Jamb D-4 1.3 x 2.0 Double Flush Glass Panel Door 2" x 4" Door Jamb D-5 0.762 x 2.032 Single Flush Wooden Door 2" x 4" Door Jamb D-6 0.60 x 2.032 Single Flush White Washroom Aluminum Door 2" x 4" Door Jamb W-1 .70 x .50 window .4 x .5 Louvers with Trim

3,204.22 462.00 80.11

sq.m bags cu.m

661.50 4,135.00 57.00 327.00 17.56 483.00 3.00 12.00

sq.m pcs bags kg sq.m pcs bags kg

1.00

set

275.00 720.00

127,050.00 57,675.89

70.00 382.00 50.00

289,450.00 21,774.00 16,350.00 7,245.00 1,146.00 600.00

15.00 382.00 50.00 30,000.00

684.65

sq.m

109.00 92.00 1,295.22

gal gal sq.m

716.00 716.00

65.00 130.00 45.00

gal gal bags

481.00 845.00 500.00

6.00

sets

8,000.00

2.00

sets

5,000.00

2.00

sets

5,000.00

3.00

sets

8,000.00

22.00

sets

5,000.00

10.00

sets

5,000.00

7.00

sets

2,350.00

30,000.00 78,044.00 65,872.00 31,265.00 109,850.00 1,830.00 48,000.00 10,000.00 10,000.00 24,000.00 110,000.00 50,000.00 16,450.00

200.00

640,843.20

120.00

79,380.48 -

120.00

2,106.72 -

10,000.00

10,000.00

640,843.20 127,050.00 57,675.89 79,380.48 289,450.00 21,774.00 16,350.00 2,106.72 7,245.00 1,146.00 600.00 10,000.00

150.00

102,698.16 194,283.00 10,800.00 3,600.00 3,600.00 5,400.00 39,600.00 18,000.00 -

102,698.16 78,044.00 65,872.00 194,283.00 31,265.00 109,850.00 1,830.00 58,800.00 13,600.00 13,600.00 29,400.00 149,600.00 68,000.00 16,450.00

150.00

1,800.00

1,800.00

1,800.00

1,800.00

1,800.00

1,800.00

F.8 F.9 F.10 F.11 F.12

IV A A.1

A.2

IV A

W-2 .925 x 1.5 .925 x 1.5 Aluminum casement and awning window W-3 1.50 x 1.20 1.50 x 1.20 Aluminum casement and awning window W-4 1.50 x 1.20 1.50 x 1.20 Aluminum casement and awning window W-5 1.60 x 2.20 1.60 x 2.20 Aluminum casement and awning window W-6 .925 x 1.5 window .925 x 1.5 Aluminum casement and awning window

4.00

sets

6,250.00

25,000.00

-

25,000.00

1.00

sets

6,250.00

6,250.00

-

6,250.00

1.00

sets

6,250.00

6,250.00

-

6,250.00

1.00

sets

6,250.00

6,250.00

-

6,250.00

1.00

sets

6,250.00

6,250.00 2,056,259.83

subtotal for Architectural Works SANITARY & PLUMBING WORKS Sanitrary Piping And Roughing Ins SANITARY PVC Pipe 3/4 x 10 PVC Pipe 4 x 10 PVC Wye 4 x 4 PVC elbow 2 x 45 PVC elbow 2 x 90 PVC elbow 3/4 x 45 PVC elbow 3/4 x 90 PVC elbow 4 x 90 PVC tee 4 x 4 PVC clean out 4" PVC P Trap 2" Solvent Cement 700cc Sanitrary Fixtures FIXTURES Water Closet Urinal Lavatory Floor drain Faucet Grab Bar 1 HP Water Pump Fiber Glass Water Tank

15.00 15.00 4.00 25.00 32.00 21.00 37.00 35.00 25.00 6.00 14.00 10.00

pcs pcs pcs pcs pcs pcs pcs pcs pcs pcs pcs can

7.00 sets 1.00 set 7.00 set 14.00 sets 7.00 sets 7.00 set 1.00 set 1.00 lot subtotal for Plumbing Works

118.00 660.00 70.00 22.00 28.00 63.00 75.00 82.00 147.00 80.00 30.00 295.00

7,200.00 5,230.00 5,230.00 250.00 700.00 1,500.00 6,000.00 11,000.00

1,770.00 9,900.00 280.00 550.00 896.00 1,323.00 2,775.00 2,870.00 3,675.00 480.00 420.00 2,950.00

59.00 330.00 35.00 11.00 14.00 31.50 37.50 41.00 73.50 40.00 15.00 147.50

50,400.00 5,230.00 36,610.00 3,500.00 4,900.00 10,500.00 6,000.00 11,000.00 156,029.00

1,510,838.56

6,250.00 3,537,098.39

885.00 4,950.00 140.00 275.00 448.00 661.50 1,387.50 1,435.00 1,837.50 240.00 210.00 1,475.00

2,655.00 14,850.00 420.00 825.00 1,344.00 1,984.50 4,162.50 4,305.00 5,512.50 720.00 630.00 4,425.00

13,944.50

50,400.00 5,230.00 36,610.00 3,500.00 4,900.00 10,500.00 6,000.00 11,000.00 169,973.50

72,000.00 -

72,000.00 46,860.00 40,600.00 1,830.00 1,820.00 880.00 1,650.00 650.00

ELECTRICAL WORKS Pipes and and Roughing-ins Pvc pipe 3/4" Pvc pipe 1/2" Flexible hose 1/2" Pvc adaptor 1/2" Pvc adaptor 3/4" Flexible adaptor 1/2" Flexible adaptor 3/4"

1.00 600.00 700.00 3.00 260.00 110.00 300.00 100.00

lot pcs pcs rolls pcs pcs pcs pcs

72,000.00 78.10 58.00 610.00 7.00 8.00 5.50 6.50

46,860.00 40,600.00 1,830.00 1,820.00 880.00 1,650.00 650.00

B B.5

B.6 C C.1

C.2

C.3 C.4

Switch box Utility Box Junction Box Pvc solvent cement 700 grams Electrical tape 3M 1710 Consumables Electrical Wirings Lightings 3.5 mm^2 THHN wire 2 2.0 mm THHN wire 2 14 mm THHN wire 2 22 mm THHN wire 2 30 mm THHN wire Outlet 5.5 mm^2 THHN wire Electrical Fixtures Lightings Rubber Receptacle 10 watts LED bulb Switch 1 gang switch 2 gang switch 3 gang switch Outlet Convinience outlet Panel Board Panel Board 100 amp 14 branches bolt on type 1 phase Main 100AT, 3P, 270 V Branches 80AT, 2P, 270V 30AT, 2P, 270V 15AT, 2P, 270V

5.00 62.00 24 6.00 50.00 1.00 1.00 11.00 12 1 2 2 3.00 1.00 14.00 86.00 14.00 12.00 2.00 54.00

pcs pcs pcs can rolls lot lot

65.00 40.00 40.00 250.00 25.00 15,000.00

72,000.00

rolls box box 150 m 150 m

2,376.00 1350.00 5545.00 197.50 287.75

box lot

3,636.00

26,136.00 16,200.00 5,545.00 395.00 575.50 10,908.00 15,000.00

rolls pcs

230.00 233.00

pcs pcs pcs

120.00 160.00 205.00

pcs

150.00

1.00 sets 1.00 sets 1.00 sets 2.00 sets 6.00 sets subtotal for Electrical Works TOTAL COST

325.00 2,480.00 960.00 1,500.00 1,250.00 15,000.00

5,180.00 1,505.00 875.00 624.00 800.00

3,220.00 20,038.00 1,680.00 1,920.00 410.00 8,100.00 5,180.00 1,505.00 875.00 1,248.00 4,800.00 224,540.50 5,292,199.29

72,000.00 -

325.00 2,480.00 960.00 1,500.00 1,250.00 15,000.00 72,000.00 26,136.00

15,000.00 -

10,908.00 15,000.00 3,220.00 20,038.00 1,680.00 1,920.00

159,000.00 2,941,053.59 5% PROFIT OCM CONT. TAX GRAND TOTAL COST

8,100.00 5,180.00 1,505.00 875.00 1,248.00 4,800.00 360,415.00 8,233,252.88 411,662.64 823,325.29 444,595.66 9,912,836.47

176

APPENDIX H DESIGNERS’ VITAE

CIERVO, LAURENCE L.

Born on February 21, 1998, Laurence Libo-on Ciervo is the eldest of the twin of Mr. Arnil S. Ciervo and Mrs. Rosani L. Ciervo. He lives in Lupo, Altavas, Aklan. As a child, he had ambitious dreams and that is to be a scientist and an astronaut. But as he grows older he discovered a different path and that is to become an engineer. “Nothing is impossible.”, that is Toto Laurence’s philosophy in life. His journey as a Centralian made his faith and relationship to God even stronger. He is dedicated to whatever task he is asked to. He loves to binge watch movies and series. One on his bucket list is to explore the world at his own expense. He finished with honors during his elementary at Altavas Elementary School. He also finished his secondary education as Valedictorian at Altavas National School. He was an active student leader in his elementary and high school, and also participated in cultural events and sports. He is currently taking up Bachelor of Science in Civil Engineering at Central Philippine University. He aims to pass the board exam and eventually apply for a decent job for him to help his family. He believes that the road to success is always under construction.

OLAER, JOANNA B.

Joanna also called ‘’Wanna’’ was the second eldest daughter of Engr. Jorge S. Olaer and Ma. Joy Olaer. She has 6 siblings, 3 sisters and 3 brothers. She was born in Pototan Iloilo on November 11, 1997. She’s a carefree kind of person who likes reading books, anime, Korean drama and sci-fi movies. She also loves singing and has a high passion in dancing. She spent her elementary days in Rizal Elementary School in Pototan and graduated as Salutatorian. In high school, she graduated Valedictorian in Jose Facultad Memorial High School. At Present, she is taking up Bachelor of Science in Civil Engineering at Central Philippine University. She is a member of the Engineering Student Council 2018-2019 as a board member. Her biggest dream is to travel around the world with her family and build her dream house for her family.

TUNGUIA, JOENA MAY C.

Born on May 21, 1997, Joena May C. Tunguia is the fifth of the six children of Mr. Dalmacio P. Tunguia Sr. and Mrs. Marilou C. Tunguia. She lives with her family in Aras-asan, Sebaste, Antique. She is so much of a familyoriented kind of person and wants nothing but for her loved ones to be healthy and happy always. She is a romantic kind of person, who loves old school stuff like hand-written letters and film cameras. She prefers water than coffee or tea and hates horror movies. She loves to hang out and talk about life. She graduated her primary at Aras-asan Elementary School as Valedictorian and in her secondary as an ordinary student at Northern Antique Vocational School. She is presently enrolled at Central Philippine University taking Bachelor of Science in Civil Engineering who manages her time well towards her family, studies, and friends and playing sports. She is passionate about her sports, which are softball, basketball and swimming. When given an opportunity, she would love to travel the world to see the beauty of the world and become a volunteer of World Vision.