A Proposed Five-Storey School Building with the Use of Fly Ash as an Additive A Proposed Five-Storey School Building with the Use of Fly Ash as an Additive
Material for Portland Cement at St. Anthony School, San Andres, Manila Material for Portland Cement at St. Anthony School, San Andres, Manila
Project By Project By
Magcaleng, Kenneth Rogie D. Magcaleng, Kenneth Rogie D.
Mallillin, John Eric A. Mallillin, John Eric A. Punzalan, Jan Jhonnel T. Punzalan, Jan Jhonnel T.
Submitted to the School of Civil, Environmental and Geological Engineering Submitted to the School of Civil, Environmental and Geological Engineering
(SCEGE) (SCEGE)
In Partial Fulfillment of the Requirements In Partial Fulfillment of the Requirements
For the Degree of Bachelor of Science in Civil Engineering For the Degree of Bachelor of Science in Civil Engineering
Mapua Institute of Technology Mapua Institute of Technology
Muralla St., Intramuros
Muralla St., Intramuros,,Manila CityManila City
December 2012 December 2012
Executive Summary Executive Summary
Availability of rooms such as classrooms is one of the major problems arising on Availability of rooms such as classrooms is one of the major problems arising on schools. Escalating number of population with increasing number of school children schools. Escalating number of population with increasing number of school children enrollees is one of the main factors of lack of classrooms.
enrollees is one of the main factors of lack of classrooms.
With this project, we were given the opportunity to provide a design of a private With this project, we were given the opportunity to provide a design of a private school building for the surrounding and nearby residents of San Andres, Manila. The school building for the surrounding and nearby residents of San Andres, Manila. The design of a five-storey school building includes fly ash material added to mortars to design of a five-storey school building includes fly ash material added to mortars to minimize the cost
minimize the cost of materials iof materials in mixing the cement, n mixing the cement, day lighting that day lighting that will be consideredwill be considered and ventilation system in the corridor part of the building in order to minimize the used of and ventilation system in the corridor part of the building in order to minimize the used of energy. The said project provides from an existing of 12 up to 28 numbers of classrooms. energy. The said project provides from an existing of 12 up to 28 numbers of classrooms. There will be an auditorium constructed at the fifth floor of the building. This project will There will be an auditorium constructed at the fifth floor of the building. This project will decongest the classrooms of the main private school building and give comfortable decongest the classrooms of the main private school building and give comfortable learning facility to the students and public school
Table of Contents
Chapter 1: Introduction 1
Chapter 2: Presenting the Challenges 2
2.1 Problem Statement 2
2.2 Project Objective 3
2.3 Design Norms Considered 3
2.4 Major and Minor Areas of Civil Engineering 4
2.5 The Project Beneficiary 4
2.6 The Innovative Approach 4
2.7 The Research Component 5
2.8 The Design Component 5
2.9 Sustainable Development Concept 6
Chapter 3: Environmental Examination Report 7
3.1 Project Description 7
3.1.1 Project Rationale 7
3.1.2 Project Location 7
3.1.3 Project Information 8
3.1.4 Description of Project Phases 9
3.1.5 Pre-construction/Operational Phase 9
3.1.6 Construction Phase 9
3.1.7 Operational Phase 10
3.1.8 Abandonment Phase 11
3.2 Description of Environmental Setting and Receiving 12
Environment
3.2.1 Physical Environment 12
3.2.2 Biological Environment 12
3.2.3 Socio-Cultural, Economic and Political Environment 12 3.2.4 Future Environmental Conditions without the Project 13
3.3 Impact Assessment and Mitigation 13 3.3.1 Summary Matrix of Predicted Environmental
Issues/Impacts and their Level of Significance at
Various Stages of Development 13
3.3.2 Brief Discussion of Specific Significant
Impacts on the Physical and Biological Resources 14 3.3.3 Brief Discussion of Significant Socio-economic
Effects/Impacts of the Project 15
3.4 Environmental Management Plan 16
3.4.1 Summary Matrix of Proposed Mitigation and Enhancement Measures, Estimated Cost
and Responsibilities 16
3.4.2 Brief Discussion of Mitigation and
Enhancement Measures 18
3.4.3 Monitoring Plan 19
3.4.4 Institutional Responsibilities and Agreements 20
Chapter 4: The Research Component 21
4.1 Introduction 21
4.2 Review of Related Literature 22
4.3 Methodology 32
Chapter 5: Detailed Engineering Design 34
5.1 Loads and Codes 37
5.1.1 Introduction 37 5.1.2 Codes 37 5.1.3 Dead Loads 38 5.1.4 Live Loads 38 5.1.5 Earthquake Loads 41 5.1.6 Wind Loads 41 5.2 Structural Design 43 5.2.1 Introduction 43
5.2.2 Beam Design 43
5.2.3 Column Design 43
5.2.4 Slab Design 43
5.2.4.1 One Way Slab 43
5.2.4.2 Two Way Slab 44
5.2.5 Design of Trusses 44
5.2.5.1 Design Consideration 44
5.2.5.2 Design of Howe Truss 48
5.2.6 Design of Foundation 54
5.2.6.1 Introduction 58
5.2.7 Design of Concrete Mix 64
Chapter 6: Budget Estimation 74
Chapter 7: Project Schedule 82
Chapter 8: Promotional Material 86
Conclusion and Summary 88
Recommendation 90
Acknowledgement 91
References 92
Appendices
Article Type Paper Beam Design Column Design Slab Design Slump Test
Soil Investigation Report
Worksheet for Design of Concrete Price List
Compression Test of Flyash Concrete Results
Original Project Report Assessment Sheet by Panel Members English Editor Assessment and Evaluation Rubric
Compilation of Assessment Forms (Rubrics) Copy of Engineering Drawings and Plans Copy of Project Poster
Photocopy of Receipts Relevant Pictures Other required forms Student Reflections
Resume of Each Member
List of Tables, Illustrations, Charts or Graphs Figures
Fig. 3.0 The Vicinity Map of Saint Francis Building 8 Fig. 3.1 Map View of the Location of the Proposed Project 8
Fig. 5.1 Shorter Direction Top Bar 59
Fig. 5.2 Longer Direction Top Bar 60
Fig. 5.3 Shorter Direction Bottom Bar 60
Fig. 5.4 Longer Direction Bottom Bar 61
Fig. 5.5 Shorter Direction Bottom Bar Result 62 Fig. 5.6 Longer Direction Bottom Bar Result 62 Fig. 5.3 Shorter Direction Top Bar Result 63
Fig. 5.4 Longer Direction Top Bar Result 63
Fig. 7.1 Gantt Chart 83
Fig. 7.2 Project Network Diagram 84
Fig. 7.3 Project Calendar 84
Fig. 7.4 Project Team Planner 85
Tables
Table 1.0 2010 Census and Housing and Population of
National Capital Region (NCR), Philippines 2 2 Table 3.1 Summary Matrix of Predicted
Environmental Issues/Impacts and their
Level of Significance at Various Stages of Development 14 Table 3.2 Summary Matrix of Proposed Mitigation and
Enhancement Measures, Estimated
Cost and Responsibilities 16
Table 3.3 Monitoring Plan 20
Table 5.3 Support Reactions End Forces 49
Table 5.4 Member End Forces 49
Table 5.5: Summary of Concrete-Mix Parameters
from Material Testing 70
Chapter 1
Introduction
Educational problems in the Philippines have gone through many changes and developments for the past few years. The continuous process made great impact in the lives of millions of Filipinos. Relatively, the changes have given both advantages and disadvantages, the latter causing the downfall of many people. There are numerous questions concerning the issues and problems existing in the Philippine educational system as to how to attain the kind of quality of education that Filipinos have been searching and longing for.
The high cost of materials in construction hampered the efforts of different institutions to build new structures. Learning institutions such as schools have small budgets from the government because of the need to fund various other priorities.
On the other hand, the private sector in the country has been a major provider of educational services, accounting for about 7.5% of primary-school enrollment, 32% of secondary-school enrollment and about 80% of tertiary-school enrollment. Private schools have proven to be efficient in resource utilization. Per unit costs in private schools are generally lower when compared to public schools. This situation is more evident at the tertiary level. Government regulations have given private education more flexibility and autonomy in recent years, notably by lifting the moratorium on applications for new courses, new schools and conversions, liberalizing the tuition fee policy for private schools, replacing values education for third and fourth years with English, mathematics and natural science at the option of the school, and issuing a revised manual of regulations for private schools last August 1992.
In the school year 2001/02, there were 4,529 private elementary schools (out of a total of 40,763) and 3,261 private secondary schools (out of a total of 7,683). In 2002/03, there were 1,297 private higher education institutions (out of a total of 1,470).
Chapter 2
Presenting the Challenges
2.1 Problem Statement
The area of San Andres, Manila is composed mostly of residential sections with some sections classified as commercial. Students from Paco and Malate study at the school here because it is one of the well-known elementary and secondary schools in Manila. Although the population of Manila (from the table 1.0) does not increase significantly, the numbers of student enrollees has grown further as stated (table1.1).
Table 1.0 2010 Census and Housing and Population of National Capital Region (NCR), Philippines
Region/Province/Highly Urbanized City
Total Population Population Growth Rate
l-May-90 l-May-00 l-May-10 1990-2000 2000-2010 1990-2010 Philippines 60,703,810 76,506,928 92,337,852 2.34 1.90 2.12 National Capital Region 7,948,392 9,932,560 11,855,975 2.25 1.78 2.02 City of Las Pinas 297,102 472,780 552,573 4.75 1.57 3.15 City of Makati 453,170 471,379 529,039 0.39 1.16 0.78 City of Malabon 280,027 338,855 353,337 1.92 0.42 1.17 City of Mandaluyong 248,143 278,474 328,699 1.16 1.67 1.41 City of Manila 1,601,234 1,581,082 1,652,171 -0.13 0.44 0.16 City of Marikina 310,227 391,170 424,150 2.34 0.81 1.58 City of Muntinlupa 278,411 379,310 459,941 3.14 1.95 2.54 City of Navotas 187,479 230,403 249,131 2.08 0.78 1.43 City of Paranaque 308,236 449,811 588,126 3.85 2.72 3.28 City of Pasig 397,679 505,058 669,773 2.42 2.86 2.64
City of San Juan 126,854 117,680 121,430 -0.75 0.31 -0.22 City of Valenzuela 340,227 485,433 575,356 3.62 1.71 2.66 Caloocan City 763,415 1,177,604 1,489,040 4.43 2.37 3.39 Pasay City 368,366 354,908 392,869 -0.37 1.02 0.32 Pateros 51,409 57,407 64,147 1.11 1.12 1.11 Quezon City 1,669,776 2,173,831 2,761,720 2.67 2.42 2.55 Taguig City 266,637 467,375 644,473 5.77 3.26 4.51 2.2. Project Objective
The main objective of this project is to study and design a five-storey building to be constructed with low cost and efficient materials that conform to the standards and specifications on building construction. This includes the day lighting system that can minimize expenses for electricity. An eco-friendly ventilation system will also be added to reduce the cost of energy.
2.3 Design Norms Considered
Efficiency in cost is one of the design norms of the proposal. It should be considered because the main purpose of this project is to reduce the expenses for building construction and decrease energy dependency. Sustainability will be achieved through its collaboration with green engineering.
The stability of the structure is one of the important design norms. It should meet the desired standards and specifications in order to be strong and resilient against earthquakes and disasters.
Spacing is also a design norm since students need more space to enable them to relax and to promote ease of movement. Spacing is very important in order to allow students to concentrate on their work and activities. This will enable their knowledge to improve and accelerate their effective learning with their teachers.
2.4 Major and Minor Civil Engineering Fields
The civil engineering areas to be covered are structural, construction and geotechnical engineering. Structural engineering will focus on the superstructures. For construction engineering, it will focus on the materials needed in construction. It will emphasize the mixtures of the materials that can be alternatives source of materials on the making of the cement. Environmental engineering will focus on the design of the energy efficiency of the building. With the combination of natural lighting effects and an ecofriendly ventilation system, this project will help keep nature at an ecological balanced state.
2.5 The Project Beneficiary
Saint Anthony School is the selected beneficiary since the number of student enrollees continues to increase. On the other hand the availability of classrooms is limited. The availability of land to be acquired and on which can be built new facilities is very minimal since nearby areas are already occupied by mixed residential and commercial establishments.
The school director decided to choose Saint Francis Building since the current school building consists of only three floors. But the current building needs to be demolished because of the quality and stability conditions of the structure. This will give way to a new and higher structure.
With the addition of new facilities such as classrooms and laboratories, the learning activities of the students will continue and the project can be an inspirational model to the other public and private schools.
2.6 Innovative Approach
In this project, the help of different technological developed programs and software was needed to make the project possible and to better improve the design and plan. The following tools were used:
ETABS
This program is an integrated model that computes moment resisting frames, frames with reduced beam sections or side plates, rigid and flexible floors, composite or steel joist floor framing systems, etc.
AutoCAD
This program helped in the detailed drawing and laying out of the plan and specifications of the project. This included the architectural and structural plan.
STAADPro
This software application program eased the design and analysis of members and checked the adequacy and stability of the structures.
2.7 Research components
The materials that will be used in the construction of the school building will be made of a combination of cement and fly ash for concreting. The materials were examined for a comparative analysis of the cost and quality of low cost materials and conventional materials.
The right placing of windows in corridors that maximize air flow was emphasized with the use of metal louvers (used to control the daylight condition for energy savings). Energy efficient methods of air circulation were examined in order to supply fresh air to the building.
2.8 Design components
These were the following:
Substructure
It covered the design of foundations, their footing and the adequacy of the load capacity of the structure with the limited settlements of the soil.
The superstructure will be composed of reinforced concrete beams, columns and slabs. The design depended on such loads as weight, superimposed and seismic. NSCP 2010 and UBC were used.
Roofing design
Every member of the truss was planned and analyzed because of the factors that may affect the condition of the roofs. Wind loads, dead loads and roof live loads were consequently designed with precision and accuracy.
2.9 Sustainable Development
As the number of school children continues to increase, more facilities such as classrooms are also needed. Building structures incorporated with low cost materials such as combining alternative materials will pave the way for the encouragement of different learning institutions. The reduced expenses of the proposed project will help since alternative materials will be applied instead of conventional materials which cost more.
Naturally ventilated buildings feel more comfortable than ones that are air conditioned. But the site of the building, with factors such as topography and the proximity of other buildings and main roads, may well prevent this from being feasible.
Chapter 3
Chapter 3
Environment
Environmental
al Examination Report
Examination Report
3.1 Project Description 3.1 Project Description
3.1.1 Project Rationale 3.1.1 Project Rationale
San Andres is a district located in the south east of the City of Manila. Although it San Andres is a district located in the south east of the City of Manila. Although it only has a small land area, it is the second most densely populated district in Manila after only has a small land area, it is the second most densely populated district in Manila after Tondo. The district is home to two private schools, St. Scholastica's College and St. Tondo. The district is home to two private schools, St. Scholastica's College and St. Anthony School. In order to alleviate overcrowding and accommodate the growing Anthony School. In order to alleviate overcrowding and accommodate the growing school population, it was proposed to study the design and construction of a five-storey school population, it was proposed to study the design and construction of a five-storey school building at St. Anthony School that is both an eco-friendly sustainable structure school building at St. Anthony School that is both an eco-friendly sustainable structure and structurally stable. The aim of this project is to provide a place for comprehensive and structurally stable. The aim of this project is to provide a place for comprehensive education that will support each individual in society to achieve their potential as a education that will support each individual in society to achieve their potential as a human being. It will also equip the students with the skills to maintain a healthy and human being. It will also equip the students with the skills to maintain a healthy and productive
productive existence, existence, to to grow grow into into resourceful resourceful and and socially socially active active adults, adults, and and to to makemake cultural and political contributions to their communities.
cultural and political contributions to their communities.
3.1.2 Project Location 3.1.2 Project Location
St. Anthony School at San Andres, Manila is the chosen site since the school St. Anthony School at San Andres, Manila is the chosen site since the school needs improvement in the upgrading the facilities due to its old structural stability and to needs improvement in the upgrading the facilities due to its old structural stability and to accommodate more students and teachers. (See tables 2.1 & 2.2.)
3.1.3 Project Information 3.1.3 Project Information
The project is a design of a five-storey school building and will be located in The project is a design of a five-storey school building and will be located in Singalong St., St Anthony School, San Andres, Manila. It will be an eco-structure Singalong St., St Anthony School, San Andres, Manila. It will be an eco-structure because
because it it will will be be made made of of sustainable sustainable low low cost cost materials. materials. It It will will be be one one of of the the mostmost economical designs and be made of cheap and alternative materials that will be funded by economical designs and be made of cheap and alternative materials that will be funded by the private school. Air ventilation along corridors will be
the private school. Air ventilation along corridors will be built according to the plan.built according to the plan.
Figure 3.0
Figure 3.0 The vicinity map of Saint Francis BuildingThe vicinity map of Saint Francis Building
Figure3.1
Figure3.1 Map view of the location of the Proposed ProjectMap view of the location of the Proposed Project
Saint Francis Saint Francis
Building Building
3.1.4 Description of Project Phases 3.1.4 Description of Project Phases
The project will have four phases: pre-construction/operational, construction The project will have four phases: pre-construction/operational, construction phase, operational and
phase, operational and abandonment. The abandonment. The pre-construction/operational phase includes thepre-construction/operational phase includes the things to be done before t
things to be done before the project starts; it is the preparation before he project starts; it is the preparation before the construction andthe construction and operational phases. The construction phase includes the preparation of the site and operational phases. The construction phase includes the preparation of the site and construction of the structure. The operational phase of the project discusses how it construction of the structure. The operational phase of the project discusses how it operates or works. And lastly the abandonment phase discusses what should be done with operates or works. And lastly the abandonment phase discusses what should be done with the project if it is unoccupied.
the project if it is unoccupied.
3.1.5 Pre-construction/Operation phase 3.1.5 Pre-construction/Operation phase
3.1.5.1 Preparation of Construction Documents 3.1.5.1 Preparation of Construction Documents
Construction documents are part of the legal contract between the property owner Construction documents are part of the legal contract between the property owner and general contractor.
3.1.5.2 Design review and commentary
To identify design conflicts as part of a pre-construction constructability review.
3.1.5.3 Construction phasing, sequencing and site logistics
Construction planning includes site investigation, site management, obtaining permits, scheduling, excavation planning, estimating, value engineering and quality
control.
3.1.6 Construction phase
3.1.6.1 Clearing and Grubbing
Clearing and grubbing consists of removing all objectionable materials from within the work site.
3.1.6.2 Excavation
Excavation of soil by cut and fill is needed in order to place the sub-structure or the foundation itself.
3.1.6.3 Building Structure
This consists of the construction of the footing, beams, slabs, columns and walls.
3.1.6.4 Water and Sewer Lines
3.1.7 Operational Phase
3.1.7.1 Framing
Framing is a building technique based around structural members, usually called studs, which provides a stable frame to which interior and exterior wall coverings are attached.
3.1.7.2 Insulation and Sheetrock
Insulation and Sheetrock is done after framing and mechanical inspections are finished. After insulation and sheetrock taping, be dding and texturing of the interior walls can be started.
3.1.7.3 Flatworks
Flatworks can be done simultaneously while the structure is nearly in completion. Flatworks include any patios, all sidewalks and driveways.
3.1.8 Abandonment Phase
3.1.8.1 Removal of Waste
During construction, demolition and land clearing debris results from construction activities; these materials can be recycled, reused or salvaged. The proper disposal of waste is necessary.
3.1.8.2 Dismantling of Structures and Equipment
After the dismantling of equipment and structures, restoration plans are to be put out, some of these are re-vegetation, leveling and backfilling, and the repair of road networks.
3.2 Description of Environmental Setting and Receiving Environment
3.2.1 Physical Environment
The location of the proposed project is surrounded mostly by residential structures and some commercial establishments and also it is accessible due to the nearby roadways. The area of the project location has minimal space therefore a small portion of the quadrangle inside the school is enough to re-construct a five-storey school building. The size of the lot is 680.93 square meters. The project will maximize the size of the available area by adding new rooms, laboratories and an auditorium.
3.2.2 Biological Environment
Within the area, there is a garden beside the existing building. Vegetation living in the vicinity is absent because of unplanned zoning. Different establishments have sprouted in the area. Roads and pathwaysare made up of concrete and only a few trees are present which means animal and plant life are not concerns to address. The atmospheric condition in the area is impaired due to the pollution produced by the vehicles in the roads near the site.
3.2.3 Socio- Cultural, Economic and Political Environment
In the social aspect, a school is going to be built, wherein lively relationships between individuals may therefore be formed and , likewise, the said institution covering primary and secondary education can therefore instill the Filipino value of giving high
importance to education. In the economic aspect, by applying modern techniques like the use of natural day lighting and constructing well ventilated facilities, expenses for energy can be reduced in the near future. In addition, the project will promote employment within the area and those who live near the area. Other than that, additional facilities like classrooms, laboratories, and an auditorium will help the quality of education of the said institution.
3.2.4 Future Environmental Conditions without the Project
There would be no significant change in the environmental condition with/without the construction of the proposed project; in climate, atmosphere, etc. since there is a small amount of plants within the location, with the construction of the project there would be a minimal impact on the environment due to replacing the existing three-storey school building.
3.3 Impact Assessment and Mitigation
3.3.1 Summary Matrix of Predicted Environmental Issues/Impacts and their Level of Significance at Various Stages of Development
Table 3.1 Summary Matrix of Predicted Environmental Issues/Impacts and their Level of Significance at Various Stages of Development
Predicted Environmental
Issues/Impacts Level of Significance
Water Quality Low Impact
Air Quality Low Impact
Noise Pollution Low Impact
Waste Generation Moderate Impact
Population Density High Impact
3.3.2 Brief Discussion of Specific Significant Impacts on Physical and Biological Resources
3.3.2.1 Existing Land Uses
The proposed site for constructing a new building is a three-storey existing building that will be demolished first before a new one can be built.
3.3.2.2Atmospheric Condition
The atmospheric condition in the area is not at its best condition. The quality of the present atmospheric condition has been impaired because the site is situated near the main roads of San Andres, Manila.
3.3.3 Brief Discussion of Significant Socio-economic Effects/Impacts of the Project
Since the major purpose of this project is to accommodate more students in St. Anthony School, it will greatly improve the education occurrence of the residents of San Andres Manila by adding more facilities such as laboratories and an auditorium to the proposed project.
3.4 Environmental Management Plan
3.4.1 Summary Matrix of Proposed Mitigation and Enhancement Measures, Estimated Cost and Responsibilities
Table 3.2Summary Matrix of Proposed Mitigation and Enhancement Measures, Estimated Cost and Responsibilities
Impact Mitigation Responsibilities
Water Quality
•
Proper surface and ground drainage,•
Conservation of water during construction phase to ensure efficient water use.Contractor
Air Quality
• Site and stock pile enclosure (sand
stockpiles and tiles boxes were enclosed once on-site);
•
On-site mixing in enclosed or shielded areas (Mixing of small quantities of materials was done in the open air near the respective works);• Proper unloading operations (piled
curbstone and sand piles, no recorded
accidents), manual transport of materials on-site, no heavy trucks were allowed to enter into the construction area;
• Keeping hauling routes free of dust and
regularly cleaned through water spraying after each activity;
• Construction safety nets were used to
prevent dust from reaching and affecting
pedestrians;
• Water was frequently sprayed to reduce dust
dispersion.
Water Quality
• Surface water and groundwater are not
expected to be affected by the project
activities since the paint used is water-based (as an alternative to petroleum solvents);
• Oil and lubricants from vehicles and
machinery are considered negligible since the on-site use of machinery is not significant.
Contractor
Noise Pollution
• limiting the noisiest construction activities
to daytime hours to the greatest extent possible
• building permanent noise barriers during the
early phases of construction (where
construction sequencing allows) in order to reduce noise levels.
Contractor
Waste Generation
• Waste transport and disposal at designated
disposal sites (integrated solid waste management).
• Construction wastes are collected in isolated
areas and disposed of according to declared collection schedules.
Contractor
Population Density
• Use of construction safety nets for public
3.4.2 Brief Discussion of Mitigation and Enhancement Measures
3.4.2.1 Mitigation Measures for the Project Design 3.4.2.1.1 Dust Production
To prevent dust along roadways, circulation and access roads used by the collection trucks should be paved. To prevent dust from the unloading of wastes in the facility, a high quality paving capable of withstanding frequent truck traffic should be used to cover the receiving area.
3.4.2.1.2 Public Hazards
Proper fencing at a minimal height of three meters around the whole site should be ensured in order to prevent unauthorized access to the facility.
3.4.2.2 Mitigation Measures for the Construction Phase
During the construction phase, it is essential to adopt strategies to prevent or minimize dust emissions, noise generation, health and safety hazards, and negative impacts related to the generated construction wastes. The main control measures should be included within the construction contracts and be considered as requirements from
contractors.
3.4.2.2.1 Noise and Dust Emissions
The major mitigation measures required to reduce noise and dust emissions are mainly during the construction phase. The recommended mitigation measures for dust emissions are on-site mixing and unloading operations, and ensuring adequate maintenance and repair of construction machinery.
3.4.2.2.2 Construction Wastes
All waste resulting from construction works, land reclamation, or any other activity should be collected and disposed of appropriately such as in a sanitary landfill or an alternative government-permitted disposal site. Uncontrolled littering in the facility and surrounding areas should be prevented.
3.4.2.2.3 Health and Safety Hazards
To prevent accidents, members of the public should not be allowed to access the construction site at any time, especially after working hours. This is ensured by proper site closure, fencing, and securing the site using a night guard. In case of visits by local monitoring teams, the teams should respect the safety codes set by the site management and should be accompanied by the responsible personnel.
3.4.2.3 Mitigation Measures for the Operation Phase
3.4.2.3.1 Noise Pollution
To reduce objectionable noises, the collection and transport of wastes to the facility should be performed at times not to create traffic, nor to disturb the public during hours of sleep. Noise from the plant should not reach objectionable levels, and working hours (7:00 am to 6 pm) should not be exceeded. The various incoming trucks to the location should be equipped with proper mufflers to reduce noise.
3.4.3 Monitoring Plan
In the process of construction a person will be assigned to make sure that each and every mitigation and enhancement measure included will then be followed. The monitoring must be strictly followed to ensure safety.
Table3.3Monitoring Plan
Impact Measure Monitoring
Air Quality Masks Daily
Noise Pollution Noise Control Weekly
Waste Generation Check of waste Daily
Population Crowd control Daily
3.4.4 Contingency Plan
In the duration of the construction, the construction area, just like any other construction project, will have a safety area that will have every first aid material that may be needed and someone who knows how to perform first aid. Also in the duration of project construction and even after construction, there should be assured safety by having
emergency measures and equipment like fire extinguishers and alarms.
3.4.5 Institutional Responsibilities and Agreements
To be built is an environment-friendly structure that will serve as a school that will offer primary education. For
the proponent’s
institutional responsibilities and agreements, it was agreed to make it a point to consider the environmental effects of this project as well as the structural codes to be followed and to therefore comply with the requirements of the local government in the case of building an establishment in the vicinity. It was made a point to coordinate with the local government, DENR (Department of Environment and National Resources) and DEPED (Department of Education) to have guidelines to follow and to be monitored for the betterment of both the owner of the project and the people that surround the area.Chapter 4
4. Research Component
4.1 Introduction
A large number of innovative alternative building materials and low cost construction techniques have been developed through intensive research efforts during the last three to four decades that satisfy functional as well as specification requirements of conventional materials/techniques and that provide ways of bringing down construction costs. Fly ash, an industrial by-product from thermal power plants with a current annual generation of approximately 108 million tones and with proven suitability for a variety of applications as admixture in cement/concrete/mortar, lime pozzolana mixture (bricks/blocks) etc., is such an ideal material that attracts a lot of attention. Fly ash utilization in building materials has many advantages, like cost effectiveness, being environmental friendly, increases in strength, and the conservation of other natural resources and materials.
Fly ash or pulverized fuel ash, an artificial pozzolana, is the residue from the combustion of pulverized coal used as fuel. During the combustion of coal, the products formed are classified into two categories, viz. bottom ash and fly ash. The bottom ash is that part of the residue which is fused into particles. Fly ash is that part of the ash which is entrained in the combustion gas leaving the boiler. Most of this fly ash is collected in either mechanical collectors or electrostatic precipitators.
Fly ash is disposed of either by dry or wet systems. Most power plants in India use the wet disposal system. Different types of coal produce different quantities of ash, depending on the concentration of mineral matter in the respective types of coal. In India the coal contains a very high percentage of rock and soil and therefore the ash contents are as high as 50%.
Ash may be classified into two groups as Class C and Class F, based on the nature of their ash constituents. One is bituminous ash (Class F) and the other is the lignite ash (Class C). Lignite ashes contain more calcium oxide and magnesium oxide than ferric oxide, but bituminous ash contains more ferric oxide than calcium and magnesium oxides. The average particle size of lignite fly ash is considerably coarser than the bituminous variety. Also free lime is present in all the lignite fly ashes. The lignite ash (Class C) in India is produced at Neyveli Thermal Power Plant and the most of the other power plants in India produce bituminous ashes (Class F).
4.2 Review of Related Literature
4.2.1 Fly Ash
Fly ash is a byproduct of coal burning power plants and is classified as pozzolan. The particles of fly ash are spherical in shape, generally finer than cement. Fly ash in bulk is very similar to cement in its appearance and its physical and chemical properties
(ASCC & ACI).
When used in cement in concrete mix, fly ash reacts with calcium hydroxide, a chemical by product of cement hydration, producing the same binder as Portland cement.
Through this “pozzolanic” reaction, fly ash is a part of t
he total cementitous material. When fly ash is used in concrete it is usually replace part of the Portland cement content. Because reactions vary, the mix must be proportioned specifically for the cement and fly ash being used (ASCC & ACI).4.2.2High-Volume Fly Ash Concrete
Fly ash, a principal by-product of coal-fired power plants, is well accepted as a pozzolanic material that may be used either as a component of blended Portland cements
or as a mineral admixture in concrete. In commercial practice, the dosage of fly ash is limited to 15%-20% by mass of the total cementitious material. Usually, this amount has a beneficial effect on the workability and cost economy of concrete but it may not be enough to sufficiently improve the durability to sulfate attack, alkali-silica expansion, and thermal cracking. For this purpose, larger amounts of fly ash, on the order of 25%-35% are being used.
Although 25%-35% fly ash by mass of the cementitious material is considerably higher than 15%-20%, this is not high enough to classify the mixtures as High Volume Fly Ash (HVFA) concrete according to the definition proposed by Malhotra and Mehta. From theoretical considerations and practical experience it has been determined that, with 50% or more cement replacement by fly ash, it is possible to produce sustainable, high- performance concrete mixtures that show high workability, high ultimate strength, and
high durability.
4.2.3High Performance Concrete
The characteristics defining an HVFA concrete mix ture are as follows:
•
A minimum of 50% of fly ash by mass of the cementitious materials must be maintained.•
Low water content, generally less than 130 kg/m,3 is mandatory.•
Cement content of generally no more than 200kg/m3 is desirable.•
For concrete mixtures with specified 28-day compressive strength of 30 MPa or higher, slumps >150 mm, and water-to-cementitious materials ratio of the order of0.30, the use of high-range water-reducing admixtures (superplasticizers) is mandatory.
•
For concrete exposed to freezing and thawing environments, the use of an air-entraining admixture resulting in adequate air-void spacing factor is mandatory.•
For concrete mixtures with slumps less than 150 mm and 28-day compressive strength of less than 30 MPa, HVFA concrete mixtures with a water-to-cementitious materials ratio of the order of 0.40 may be used without superplasticizers.4.2.4 Characteristics of Fly Ash
Fly ash is a diverse substance. The characteristics of fly ash differ depending on the source of the coal used in the power plant and the method of combustion. Cenospheres, hollow spherical particles as part of fly ash, are believed to be formed by the expansion of C02 and H20 gas, and evolved from minerals within the coal being burnt. The predominant forces are, however, the pressure and surface tension on the melts, as well as gravity. The predominantly spherical microscopic structure of fine fly ash is related to the equilibrium of the forces on the molten inorganic particle as it is forced up the furnace or smoke stack against gravity. The molten inorganic particles cool down rapidly, maintaining their equilibrium shape. A similar situation is found in spherical drops of water falling from a faucet.
Because cenospheres are hollow, they have a low bulk density. The percentage of cenospheres increases with the ash content in the coal, and decreases with the concentration of Fe203. This indicates that Fe2C>3 is concentrated in the higher density fraction of fly ash, which is to be expected from the high density of Fe203 (5.25 g/cm3) and Fe304 (5.17 g/cm3). The iron species should not contribute significantly to the infrared spectra.
The inorganic material is entrained over years in the coal melt during the combustion of coal in the furnace, and with some, but limited, fusing of the molten particles. Some of the vaporized low boiling elements, for example alkali metal salts,
coalesce to form submicron particles. Some of the vaporized compounds, most notably the polynuclear aromatic hydrocarbons and polycyclic aromatic hydrocarbons, adsorb onto the surface of the fly ash particles. The surface of fly ash particles is, therefore, commonly enriched in carbon, potassium, sodium, calcium and magnesium
4.2.5 Advantages and Disadvantages of Fly Ash
4.2.5.1 Advantages
Fly ash improves concrete workability and lowers water demand. Fly ash particles are mostly spherical tiny glass beads. Ground materials such as Portland cement are solid angular particles. Fly ash particles provide a greater workability of the powder portion of the concrete mixture which results in greater workability of the concrete and a lowering of water requirement for the same concrete consistency. Pum p ability is greatly enhanced.
1. Low water/cement ratio 2. Low permeability
3. Resistance to sulfate
4. Minimization of alkali-silica reaction 5. Minimum segregation
6. Decreasing in heat of hydration 7.
İncreasing the strength
8. Smooth concrete surface 9. Perfect concrete rheology 10. Environment-friendly
Source: A Ground Breaking Presentation to the Management Association of The Philippines by EJ Fransman of SAPTASCO- Septeber 2009
4.2.5.2 Disadvantages
1. Slower strength gain 2. Longer setting times 3. Air content control 4. Seasonal limitations 5. Color variability
The structural effects of fly ash may be more critical, but cosmetic concerns also affect its use in concrete. It is more difficult to control the color of concrete containing fly ash than mixtures with Portland cement only. Fly ash also may cause visual inconsistencies in the finished surface, such as dark streaks from carbon particles.
4.2.6 Mechanisms by which fly ash improves the properties of concrete
A good understanding of the mechanisms by which fly ash improves the rheological properties of fresh concrete and ultimate strength as well as the durability of hardened concrete is helpful to insure that potential benefits expected from HVFA concrete mixtures are fully realized. These mechanisms are discussed next.
4.2.6.1 Fly ash as a water reducer
Too much mixing-water is probably the most important cause for many problems that are encountered with concrete mixtures. There are two reasons why typical concrete mixtures contain too much mixing-water. Firstly, the water demand and workability are influenced greatly by particle size distribution, particle packing effect, and voids present in the solid system. Typical concrete mixtures do not have an optimum particle size distribution, and this accounts for the undesirably high water requirement to achieve certain workability. Secondly, to plasticize a cement paste for achieving a satisfactory consistency, much larger amounts of water than necessary for the hydration of cement have to be used because Portland cement particles, due to the presence of an electric charge on the surface, tend to form flocs that trap volumes of the mixing water.
It is generally observed that a partial substitution of Portland cement by fly ash in a mortar or concrete mixture reduces the water requirement for obtaining a given consistency. Experimental studies by Owen and Jiang and Malhotra have shown that with HVFA concrete mixtures, depending on the quality of fly ash and the amount of cement replaced, up to a 20% reduction in water requirements can be achieved. This means that good fly ash can act as a superplasticizing admixture when used in high-volume. The phenomenon is attributable to three mechanisms. First, fine particles of fly ash get absorbed on the oppositely charged surfaces of cement particles and prevent them from flocculation. The cement particles are thus effectively dispersed and will trap large amounts of water, which means that the system will have a reduced water requirement to achieve a given consistency. Secondly, the spherical shape and the smooth surface of fly
ash particles help to reduce inter-particle friction and thus facilitate mobility. Thirdly, the
“particle packing effect” is also responsible for the reduced water demand in plasticizing
the system. It may be noted that both Portland cement and fly ash contribute particles that are mostly in the 1 to 45 µm size range, and therefore serve as excellent fillers for the void space within the aggregate mixture. In fact, due to its lower density and higher volume per unit mass, fly ash is a more efficient void-filler than Portland cement.
4.2.6.2 Drying shrinkage
Perhaps the greatest disadvantage associated with the use of Portland-cement concrete is cracking due to drying shrinkage. The drying shrinkage of concrete is directly influenced by the amount and the quality of the cement paste present. It increases with an increase in the cement paste-to-aggregate ratio in the concrete mixture, and also increases with the water content of the paste.
Clearly, the water-reducing property of fly ash can be advantageously used for achieving a considerable reduction in the drying shrinkage of concrete mixtures.
The significance of this concept is illustrated by the data in Table 2 which shows mixture proportions of a conventional 25 MPa concrete compared to a superplasticized HVFA concrete with similar strength but higher slump. Due to a significant reduction in the water requirement, the total volume of the cement paste in the HVFA concrete is only 25% as compared to 29.6% for the conventional Portland-cement concrete which represents a 30% reduction in the cement paste-to-aggregate volume ratio.
Table 2 Comparison of cement paste volumes
Conventional concrete HVFA concrete
kg/m m kg/m m Cement 307 0.098 154 0.149 Fly ash - - 154 0.065 Water 178 0.178 120 0.120 Entrapped air (2%) - 0.020 - 0.020 Coarse aggregate 1040 0.385 1210 0.448 Fine aggregate 825 0.305 775 0.287 Total 2350 0.986 2413 0.989 w/cm 0.58 - 0.39 -Paste: volume - 0.296 - 0.254 Percent - 30.0% - 25.7% 4.2.6.3 Thermal cracking
Thermal cracking is a serious concern in massive concrete structures. It is generally assumed that this is not a problem with reinforced-concrete structures of moderate thickness, e.g. 50-cm thick or less. However, due to the high reactivity of modem cements, cases of thermal cracking are reported even from moderate-size structures made with concrete mixtures of high-cement content that tend to develop excessive heat during curing. The physical-chemical characteristics of ordinary Portland cements today are such that very high heat-of-hydration is produced at an early age compared with that of normal Portland cements available 40 years ago. Also, high-early strength requirements in modem construction practice are usually satisfied by an increase in the cement content of the concrete mixture. Further, there is considerable construction activity now in the hot-arid areas of the world where concrete temperatures in excess of 60°C arc not uncommon within a few days of concrete placement.
For unreinforced mass-concrete construction, several methods are employed to prevent thermal cracking, and some of these techniques can be successfully used for the
mitigation of thermal cracks in massive reinforced-concrete structures. For instance, a 40-MPa concrete mixture containing 350 kg/m1 Portland cement can raise the temperature of concrete by approximately 55-60°C within a week if there is no heat loss to the environment. However, with a HVFA concrete mixture containing 50% cement replacement with a Class F fly ash, the adiabatic temperature rise is expected to be 30-35°C. As a rule of thumb, the maximum temperature difference between the interior and exterior concrete should not exceed 25"C to avoid thermal cracking. This is because higher temperature differentials are accomplished by rapid cooling rates that usually result in cracking. Evidently, in the case of conventional concrete it is easier to solve the problem cither by keeping the concrete insulated and warm for a longer time in the forms
until the temperature differential drops below 25°C or by reducing the proportion of Portland cement in the binder by a considerable amount. The latter option can be exercised if the structural designer is willing to accept a slightly slower rate of strength development during the first 28 days, and the concrete strength specification is based on 90-days instead of 28-day strength.
4.2.6.4 Water-tightness and durability
In general, the resistance of a reinforced-concrete structure to corrosion, alkali-aggregate expansion, sulfate and other forms of chemical attacks depends on the water-tightness of the concrete. The water-water-tightness is greatly influenced by the amount of mixing-water, type and amount of supplementary cementing materials, curing, and cracking resistance of concrete. High-volume fly ash concrete mixtures, when properly cured, are able to provide excellent water-tightness and durability. The mechanisms responsible for this phenomenon arc discussed briefly below.
When a concrete mixture is consolidated after placement, along with entrapped air, a part of the mixing-water is also released. As water has low density, it tends to travel to the surface of concrete. However, not all of this "bleed water" is able to find its way to the surface. Due to the wall effect of coarse aggregate particles, some of it accumulates in the vicinity of aggregate surfaces, causing a heterogeneous distribution of water in the
system. Obviously, the interfacial transition zone between the aggregate and cement paste is the area with high water/cement and therefore has more available space that permits the formation of a highly porous hydration product containing large crystals of calcium hydroxide and ettringite. Micro cracks due to stress are readily formed through this product because it is much weaker than the bulk cement paste with a lower water/cement.
It has been suggested that micro cracks in the interfacial transition zone play an important part in determining not only the mechanical properties but also the permeability and durability of concrete exposed to severe environmental conditions. This
is because the rate of fluid transport in concrete is much larger by percolation through an interconnected network of micro cracks than by diffusion or capillary suction. The heterogeneities in the micro cracks of the hydrated Portland-cement paste, especially the existence of large pores and large crystalline products in the transition zone, are greatly reduced by the introduction of fine particles of fly ash. With the progress of the pozzolanic reaction, a gradual decrease occurs in both the size of the capillary pores and
the crystalline hydration products in the transition zone, thereby reducing its thickness and eliminating the weak link in the concrete microstructure. In conclusion, a combination of particle packing effect, low water content, and pozzolanic reaction accounts for the eventual disappearance of the interfacial transition zone in HVFA concrete, and thus enables the development of a highly crack-resistant and durable product.
4.2.7 Carbon Content of Fly Ash
It has been reported that concrete containing fly ash can be durable to the effects of freezing and thawing provided it has a stable air-void system. There have been reports of carbon content in the fly ash reducing the effectiveness of air-entraining agent. Sturrup, Hooton and Clendennning (1983) found that doubling the carbon content required a double dosage of air-entraining admixture for entraining about 6.5 ± 1 % air. They mentioned in their findings that as long as the required air contents are obtained,
carbon content in the fly ash does not adversely affect the performance of fly ash concrete vis-a-viz the effects of freezing and thawing.
4.3 Methodology
In order to come up with the design of the project, necessary data were gathered from the population statistics and economic activity of San And res, Manila, as well as the population density of students needed by the school, up to the soil properties of the
proposed school.
After obtaining the necessary information needed for the project, a five-storey school that can accommodate students of San Andres, Manila was designed. As the number of students continues to rise, more and more school facilities such as classrooms are needed by the school.
As the materials are known for the design of the project, initial cost estimation was done in order to know that the funds can be raised by the school institution. Since the objective of the proposal is to reduce the cost of the materials used in the design of the project, the school can afford and utilize them properly.
Figure 1.0 Flow Chart of Project
START
Data Gathering (population
of students on the location)
Develop Draft Plan
Consultation of Draft Plan
Design Process
Estimation of the Project
Chapter 5
Detailed Engineering Design
Design was conducted according to National Structural Code of the Philippines 2010 Vol. 1. The Ultimate Strength Design approach was used as a design criterion. All load combinations were entered into the model, and the combined load effects were compared to the reduced nominal strengths of the members. In addition to analyzing members under typical load effects, for seismic design, a drift criterion accounting for plastic deformation was enforced.
The structure was designed for serviceability: Deflections of beams under service live load are limited to L/240 and story drifts under 50-year wind events (unfactored wind load) are limited to L/400. A computer model was constructed in ETABS to conduct three-dimensional frame analysis of the structure. The model included only the main beams and the columns; the floor beams and decking were designed by hand. Lateral loads were applied to diaphragms at each floor; diaphragms were assumed rigid as justified by a diaphragm flexibility study.
Dead, live, roof live and snow loads were calculated in accordance with NSCP 2010. Rain loads were assumed to be negligible compared to the roof live load. Calculations of gravity loads are included. Dead loads were calculated, including the weight of all structural components (columns, main beams, floor beams, and floor system), cladding, and a superimposed dead load of 25 psf on the roof and 15 psf on all floors.
The LRFD load combinations were used to find maximum compression, tension, shear force and bending moment in all members. This strength requirement governed member selection of non-moment frame columns and braces. In these cases, the lightest members were chosen to resist loads in critical members, and member sections were
repeated if reasonable. In all other cases, either story drifts or serviceability requirements governed member selection. Serviceability
A beam deflection criterion of L/240 was used under service live load for all beams. For all simply-supported beams in the structure, this deflection limitation
controlled the selection. The service wind story drift limitation of L/400 was met and did not control for any members. This is because the lateral force-resisting system was already very stiff to handle seismic loads.
According to NSCP 2010 Section 410, analysis included here the investigation of reinforced concrete beams subject to steel yielding, and decision if it is to be designed as non-rectangular or rectangular, singly-reinforced or doubly-reinforced concrete beams. Included here are the determination of strength reduction factor and the steel ratio. Also included were the axial capacity analysis of columns and the design of ties and vertical bars.
According to NSCP 2010 Section 411, analysis included here the determination of size of stirrups and their spacing, and also the investigation if the reinforced concrete has the capacity to resist shearing forces. Code provisions for design ranges from a simplified design to a much detailed design when given axial, flexure and shear reaction altogether. According to NSCP 2010 Section 413, analysis included here the stress spread, and the design and spacing of steel bars in a two way slab. It facilitates on how the bars would be placed along the slab using the direct design method. Code provisions set also the
maximum bending moments at each faces of the members.
According to NSCP 2010Section 415, analysis of concrete footings included the investigation of concrete footings under one-way and punching shear failure, and how the reinforcing bars would be laid out in both directions of the footing. It has a provision on the minimum thickness of footings and the location of the critical section for both one-way and punching shear.
Estimation and budget schedule are based on the technical data coming from a professional Quantity Surveyor and/or Cost Engineer. The project schedule is prepared and outlined using Microsoft Project containing all the significant and critical project activities. Also included here are geotechnical profiles and field results of our project, such as borehole results, soil consistence, cohesion and unit weight of the soil profile.
To facilitate the output of our project more accurately, the structural design specifications shall be shown, like the beam, column, footing and slab schedule, at which is presented the exact details like the number and size of top and bottom bars, the concrete beam dimensions, and the effective depth of the structural members, per every level and unit of our project. Preliminary data for design loads that served bases for our structural design shall also be included, like the dead, live, superimposed, wind and other essential loads of our project provided by NSCP 2010.
5.1 Loads and Codes
5.1.1 Introduction
The structural design of the five-storey hospital structure conforms to the National Structural Code of the Philippines 2010 for Volume 1: For Buildings and other Vertical Structures and to the American Concrete Institute Code for Buildings. All values used in the design are found in NSCP 2010: Minimum Design Loads. Seismic considerations are in reference according to Uniform Building Code 1997.
5.1.2 Codes
SECTION 103: CLASSIFICATION OF STRUCTURE:
Nature of Occupancy: I Essential Facilities Public School Buildings
SECTION 104: DESIGN REQUIREMENTS:
104.1 Strength Requirement: Strength capacity of the school building 104.2 Serviceability Requirement: Stiff and durable
104.3 Analysis: Load and resistance factor design 104.4 Foundation investigation
104.5 Design Review: Engr. Divina Gonzales SECTION 105: POSTING AND INSTRUMENTATION
SECTION 106: SPECIFICATIONS, DRAWINGS, AND CALCULATIONS
5.1.3 Dead Loads
5.1.4Live Loads
First Floor
Live Load Load Unit
Classrooms 1.9 kPa
Corridors above ground floor 4.8 kPa
Restrooms 2.4 kPa
Ground Floor corridors 4.8 kPa
Exit Facilities 4.8 kpa
Total 18.7 kPa
All Floors
Dead Load Load Unit
Ceiling:
Mechanical Duct Allowance 0.2 kPa
Plaster on Concrete 0.24 kPa
Elec. & Plumb Allowance 0.1 kPa
Acoustical Fiber Board 0.05 kPa
Floor Finishes
Cement Finish (25mm) 1.53 kPa
Ceramic or Quarry Tile (20mm) 1.10 kPa
Partitions:
Concrete Hollow Blocks 1 kPa
Second Floor
Live Loads Loads Unit
Classrooms 1.9 kPa
Corridors above ground floor 4.8 kPa
Restrooms 2.4 kPa
Ground Floor corridors 4.8 kPa
Exit Facilities 4.8 kpa
Total 18.7 kPa
Third Floor
Live Loads Load Unit
Classrooms 1.9 kPa
Corridors above ground floor 4.8 kPa
Restrooms 2.4 kPa
Ground Floor corridors 4.8 kPa
Exit Facilities 4.8 kpa
Total 18.7 kPa
Fourth Floor
Live Loads Load Unit
Classrooms 1.9 kPa
Corridors above ground floor 4.8 kPa
Restrooms 2.4 kPa
Ground Floor corridors 4.8 kPa
Exit Facilities 4.8 kpa
Fifth Floor
Live Loads Loads Unit
Classrooms 1.9 kPa
Corridors above ground floor 4.8 kPa
Restrooms 2.4 kPa
Ground Floor corridors 4.8 kPa
Exit Facilities 4.8 kpa
Total 18.7 kPa
Sixth Floor/ Roof Deck
Live Loads Load Unit
Catwalk 1.9 kPa
Basic Floor Areas 1.9 kPa
Exit Facilities 4.8 kPa
Total 8.6 kPa
Total Live Load = 18.7 (First Floor) +18.7(Second Floor)
Total Live Load = +18.7(Third Floor)
+18.7(Fourth Floor) +30.7(Fifth Floor) +8.6(Roofdeck)
5.1.5Earthquake Loads
Design Considerations
Ct = 0.0731 (Concrete)
Overstrength Factor, R = 3.5 (ordinary concrete frame) Soil Profile Type = SD
Zone no. = 4
Seismic Zone Factor, Z = 0.4 Ca = 0.44Na = 0.44
Cv = 0.64Nv = 0.768 Seismic Source Type = A Na = 1.00
Nv = 1.2
Occupancy Category = I
Importance Factor I = 1.5 (Essential Facilities) Valley Fault System
5.1.6 Wind Load
Design Considerations
The design shall conform to the NSCP Zone Classification Basic Wind Speed:
Manila Area (Zone 4): V = 200 kph = 125 mph Iw = 1.15
5.1.6 Load Combinations U = 1.4D U = 1.2D + 1.6L U = 0.9D + 1.4E U = 1.0D + 1.0W U = 1.0D + 0.12E Where: D = dead load L = live load W = wind load
5.2 Structural Design
5.2.1 Introduction
Using application software such as STAAD and ETABS, the design of the proposed school building will be utilized precisely and effectively. STAAD was used for
the two trusses that will cover the open spaced of the structure. ETABS designed the whole super structure since the roof deck is made of reinforced concrete. Lastly, the application software SAFE concentrated on the design of the foundation of the structure. SAFE is an application that focuses on the design of the foundation; the data processed in ETABS can be transferred through this program.
5.2.2 Beam Design
Using ETABS, the design and analysis of beams was computed.
***See Appendix
5.2.3 Column Design
Using ETABS, the design and analysis of columns was computed.
***See Appendix
5.2.4 Slab Design
Using ETABS, the design and analysis of slab was computed.
5.2.4.1 One Way Slab
5.2.4.2 Two Way Slab
***See Appendix
5.2.5 Design of Truss
The design of the truss in the structure to be considered is the open space found in corridors of the school building. In order to preve nt an overflow of water during typhoons the materials used in the truss analysis are made of Howe Truss. The roof in the truss is made of polycarbonate sheets.
5.2.5.1 Design Consideration
Polycarbonate Sheet (w = 4.0 kg/m2)
Polycarbonate Sheet Thickness, 4.5mm Roof Live Load , RLL = 0.6 kPa
Dead Load ,DL = 0.096 kPa Wind Load , WL = 0.6109 kPa
θ =23.50°
f y = 170 MPa
C 3 x 4.1
Orientation
Weight,w (kg/m) 6.14
Area,A (mm2) 781
Section Modulus about X,
Sx(x 103 mm3)
18.14
Section Modulus about Y,
Sy(x 103 mm3)
3.36
Ref er ence : Association of Structural Engineers of the Philippines (ASEP)
Steel Manual C 3 x 4.1: Sx = 18.14 mm3 Sy = 3.36 mm3 W t = RLL + DL + WL W t = 0.6 + 0.096 + 0.6109 W t = 1.3069 KPa
Load along x-axis: Wx = Wtcos θ
Wx = 1.3069 cos 23.5 Wx = 1198.5189 N/m
Load along x-axis: Wy = Wtsin θ
Wy = 1.3069 sin 23.5 Wy = 521.0952 N/m
WT
Actual stress along x-axis: MPa
Actual stress along y-axis:
MPa
Allowable stress along x-axis:
MPa
Allowable stress along y-axis:
MP
Checking for Adequacy:
Since0.964 falls under 0.9 to 1.0, then the section of the purlins isadequate and
economical.
Top Chords, Bottom Chords and Web Members
The Section & Its Properties
Orientation
L 20 x 20 x 3
Weight, w(kg/m) 0.88
Area, A (mm ) 112
Radius of Gyration about X,
rx(mm)
5.9
Radius of Gyration about Y,
ry(mm)
5.2.5.2 Design of Howe Truss
STAAD Model
STAAD Output
Table 5.3Support Reactions End Forces
JOINT LOAD FORCE-X
FORCE-Y
FORCE-Z
MOM-X MOM-Y MOM Z
8 1 0.00 8 .99 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00 0.00 0.00
12 1 -25.17 1.95 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00 0.00 0.00
STAAD Output
Table 5.4 Member End Forces
MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 1 -3.92 0.00 0.00 0.00 0.00 0.00 2 3.92 0.00 0.00 0.00 0.00 0.00 2 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 2 1 2 -1.47 0.00 0.00 0.00 0.00 0.00 3 1. 47 0.00 0.00 0.00 0.00 0.00 2 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00
3 1 3 -0.65 0.00 0.00 0.00 0.00 0.00 4 0.65 0.00 0.00 0.00 0.00 0.00 2 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 4 1 4 3.27 0.00 0.00 0.00 0.00 0.00 5 -3.27 0.00 0.00 0.00 0.00 0.00 2 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 5 1 5 3.43 0.00 0.00 0.00 0.00 0.00 6 -3.43 0.00 0.00 0.00 0.00 0.00 2 5 0.00 0.00 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 0.00 0.00 6 1 6 -3.92 0.00 0.00 0.00 0.00 0.00 7 3.92 0.00 0.00 0.00 0.00 0.00 2 6 0.00 0.00 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 7 1 7 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0.00 2 7 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0.00
