Steel-new

TECHNOLOGICAL INSTITUTE OF THE PHILIPPINES 938 Aurora Blvd., Cubao, Quezon City

COLLEGE OF ENGINEERING AND ARCHITECTURE

Civil Engineering Department

CE 511 Structural Steel Design

PROPOSED DESIGN OF FIVE-STOREY LOW COST HIGH RISE HOUSING IN NOVALICHES, QUEZON CITY

PREPARED BY: RIMASUG, LEA PIELZEN TOMO, MARK JENDEL

CE52FC5

SUBMITTED TO: Engr. Jerome Z. Tadiosa Instructor

March 2020

Contents CHAPTER 1: PROJECT BACKGROUND...........................................................................................................................3 1.1

The Project Background......................................................................................................................................3

1.2 Project Location..........................................................................................................................................................4 1.3 Project client...............................................................................................................................................................5 1.4 Project Objective........................................................................................................................................................5 1.4.1

General Objective............................................................................................................................................5

1.4.2 Specific Objective....................................................................................................................................................5 1.5

Project Scope & Limitation...................................................................................................................................5

1.5.1 Project Scope..........................................................................................................................................................6 1.5.2

Project Limitation..................................................................................................................................................6

1.6 Project Development Plan........................................................................................................................................6 CHAPTER 2: DESIGN INPUTS AND REVIEW RELATED LITERATURE.........................................................................9 2.1

Design Criteria........................................................................................................................................................9

2.2

Description of Structure and Building Plans........................................................................................................9

2.2.1

Description of Structure...................................................................................................................................9

2.3

Classification of Structure..................................................................................................................................11

1.6

2.3.1.4.1 Earthquake Induced Landslide...........................................................................................................12

2.3.1.4.3 Typhoon and wind...........................................................................................................................................12 2.3.1.4.4 Flood map.......................................................................................................................................................12 2.3.1.4.5 Geotechnical Report.......................................................................................................................................12 2.4

Design Loads.....................................................................................................................................................13

2.4.1 Dead Load.............................................................................................................................................................13 2.4.2 Live Load...............................................................................................................................................................14 2.4.3 Wind Load.............................................................................................................................................................14 2.5

Review of Related Literature..............................................................................................................................18

2.5.2 Local Literature......................................................................................................................................................19

CHAPTER 1: PROJECT BACKGROUND 1.1 The Project Background “One of the concerns for our planned in-city relocation is our area, whether we have available space in QC where we can construct houses for our informal settlers,” are the words of Quezon City Mayor Joy Belmonte stressing the declining land area available for residential occupancy. This is also to emphasize the continuous growth of the informal settlers in Quezon City which is currently estimated to be 190,000 families or approximately 950,000 individuals. Based on the current register from the 2015 national census, the overall population of Quezon City is 2,936,116, hailing to be the most populous city in the Philippines. The demographic study of Quezon City is projected to reach 3 million people in 2020 and 4 million between 2025 to 2030. Quezon City is also home to the largest population of informal settlers mostly clustering together. The informal settlers form communities specifically around dangerous areas like under bridges, along waterways and drainage, obstructing private properties and government owned land. “We will have to maximize our use of smaller spaces with a high-rise type of a residential structure,” the Mayor also added. “That way, even though we have limited square meters of land, many families could still benefit. I know this is something different but that’s the solution we think can solve the city’s housing backlog,” Belmonte noted. In line with the solution highlighted by the Mayor, the designers hereby propose the project, a Design of Five- storey Low-cost High-rise Housing. The housing project has a capacity of catering 100 4-member households and the design comprises of five stories with roof deck. The housing also includes common facilities for use of residents such as recreational areas, lounges etc. The housing design project will be of great help in realizing the solution that the government of Quezon City wants to implement. The design of the Five -storey Low-cost High Rise Housing could diminish the number of informal settlers while maximizing the land use

1.2 Project Location

The figure above shows the location of the Proposed Five Storey Low-Cost High Rise Housing in Novaliches, Quezon City. The location of the proposed project is near the national road which makes travelling more convenient for the tenants to transfer from place to other places. Our project location is a property of Local government of Quezon City.

1.3 Project client The client of this project is the Local Government of Quezon City headed by Mayor Joy Belmonte. Currently, Quezon City Mayor’s Office is active in implementing projects centering in housing programs to protect the welfare and promote secured housing for Quezon City residents.

1.4 Project Objective The designer aims to finish the following objectives:

1.4.1 General Objective The main objective of the project is to design an economical and sustainable residential building that will serve as relocation for the informal settlers around Quezon City or within Quezon City by designing the five- storey high rise building based on engineering methods mainly design and standards, analyzing and comparing the alternative based constraints such as economical, constructability and other possible constraints for the informal settlers to have a safer and comfortable shelter.

1.4.2 Specific Objective

  

To design a building with accordance to the National Structural Code of the Philippines 2015 and Association of Structural Engineers of the Philippines 2004. To design and provide an architectural plan of five storey high rise building with the influence of multiple constraints, trade-offs, and standards in the final design of five storey building. To provide a low cost high rise housing to fulfill and satisfy the basic need of people.

Project Scope & Limitation 1.5.1 Project Scope The following are the scope of this project. ● To design and analyzed the structural residential high rise housing using the software provided AutoCAD & ETABS 2016. ● To apply the principles and theory of Civil Engineering field. ● To provide a specifications and layout design of the final design of low cost high rise housing. ● To apply specification and conceptualized to the National Building Code of the Philippines (2017) and National Structural Code of the Philippines (2015).

1.5.2 Project Limitation The following are the limitations of this project. ● ● ● ●

The project is only for the structural steel design; other materials will not be considered. The project of the designer(s) will only illustrate and provide the architectural and perspective. The project of the designer(s) are not involved in Political matters. The project of the designer(s) will not provide the structural, mechanical, electrical and plumbing plans.

1.6 Project Development Plan The Designers prepared a Design of a five storey-low cost high rise housing area for the informal settlers of Brgy Greater lagro Novaliches, Quezon City. The Project Design will go through different stages. First is to determine the current problem that the Designers aim to address in order to merge every single idea and formulate a solution to solve the existing problem. The next process is conceptualization in designing the 5 storey residential high rise building. The data will also serve as the evidence and basis for improvement of the determination of Project Design. Next is data gathering to be used as inputs in the design project. The data will also be the basis for whether the Design is effective enough to meet the level of safety and durability. There are specific design standards that are required to follow before coming up to the design which is the NSCP and NBCP. The designer also considered the design constraints which later on will be the competing criteria to come up with our i nitial design.

After designing the three (3) alternatives, the designers come up with the final design which is more efficient in accordance to the constraint. The following steps will be systematic approach and these are: 1. Identifying the Problems - The designers identified the problem based on contemporary and current issues regarding informal settlers in around Quezon City. As the solution to the problem, relocation of the said settlers in the main issue of the problem. 2. Conceptualization - the designers conceptualized a design a five-storey building considering different inputs such as strengthening design process, materials and construction techniques, purpose, ground characteristics and set of standards provided in the Philippines. 3. Data Gathering - After conceptualization, available data are gathered on the said topic and review of related concepts take place in order to begin the project with its problems and possible solutions. 4. Constraints and Standards - the designers identify and select hindrances that affect the formulation of the design so that in the early stage the constraints will be lessened. Each conceivable constraints and standards are considered in order to formulate solutions.

5. Trade-offs - the designers will provide possible alternatives to solve the evident problem considering the constraints. 6. Design of Trade-offs - There will be a provide design for each tradeoff to properly explain each of its capabilities and advantages. 7. Evaluation of Results - After presenting each tradeoff with their specific aspects; results will be compared and evaluated in order to come up with the most efficient alternative. 8. Final Design - The final design is based on the most efficient and effective result evaluated by the designers.

CHAPTER 2: DESIGN INPUTS AND REVIEW RELATED LITERATURE 2.1

Design Criteria

The designers gathered data from various institutions and department agencies to help them have a definite parameter that will enable them to identify constraints and tradeoffs that will be used further in project designing. To be able to design a structure residential of five-storey low cost high rise housing in Novaliches, Quezon City building that will serve as relocation for the informal settlers around Quezon City or within Quezon City by designing the five storey high rise building based on engineering methods, the following data are gathered to serve as the design basis. 2.2 Description of Structure and Building Plans 2.2.1

Description of Structure

The structure design in this project is composed of a commercial floor, three residential floors and roof deck; all in all, the design is a five-storey structure. The structure covers a total area of around 5,500 square meters located in Greater Lagro, Novaliches. Each residential floor of the structure accommodates 39 units with an average area of thirty-two square meters. Summing up the residential floors, it has 117 units which can each cater 4-member family. Each of the unit has two bedrooms, dining area, kitchen area, bath and living room. Table 2- 1: Total Floor Area and Areas of the rooms in each floor

SIZE OF FUNCTION ROOM PER UNIT (mm) Kitchen

7

Living area

12.5

Bedroom 1 and 2

9

Toilet and Bathroom

3.5

Table 2- 2: Total Floor Area and Common Area

SIZE OF COMMON AREA (m2) Hallway

126.5

Stairs

2.2.2

Building Plan

2.2.2.1 Site Development Plan

2.2.2.2 Floor Plans 2.2.2.3 2.2.2.4 2.2.2.5 2.2.2.6

Elevations Sections Schedule of Finishes Loads

18

2.3 Classification of Structure The designer classified the occupancy of the structure based on the codes specified by the National Structural Code of the Philippines (NSCP). The Building Structure must be categorized according to i ts occupancy that will serve as the basis for obtaining the necessary parameters for structural analysis. The structure to be designed falls in the category of Residential. 2.3.1

Design Location Data

2.3.1.1 Vicinity Map -

SITE

2.3.1.2 Topographic Map - The shown below describes the topographic elevation of the location of the project and its nearby areas. The areas highlighted in bluish color indicate low elevation while those highlighted in yellow progressing to red are characterized from mid to high elevation. Figure 2- 1: Topographic Map of Quezon City (Source:https://en-ph.topographic-map.com/maps/7u6n/Quezon-City/)

2.3.1.3 Demography and Socio- Economic data - The shown table below describes the demography of each barangay in Quezon city. Quezon City is a landlocked highly urbanized city in the National Capital Region. The city has a land area of 166.20 square kilometers or 64.17 square miles. Its population as determined by the 2015 Census was 2,936,116. This represented 22.80% of the total population of the National Capital Region.

2.3.1.4 Hazard Map 2.3.1.4.1 Earthquake Induced Landslide

2.3.1.4.2 Liquefaction

2.3.1.4.3 Typhoon and wind 2.3.1.4.4 Flood map 2.3.1.4.5 Geotechnical Report

2.4 Design Loads 2.4.1 Dead Load Dead loads are gravity loads of constant magnitudes and fixed position that act permanently on the structure. Such loads consist of self-weight of the structural system and of all material and equipment permanently attached to the structural system. The minimum design loads were selected based from the National Structural Code of the Philippines (NSCP) 2015 Table 204-2. The values selected are associated based on our design structure.

The following were the steps used in determining the design dead loads: PART I. Choosing of Minimum Design Dead Loads We select the values of minimum design dead loads on Table 204-2 in NSCP 2015 which corresponds to our design structure. Select values for each corresponding components, ceilings, coverings (roof and wall), floor and floor finishes and frame partitions. COMPONENT

LOAD (kPa) CEILING

Gypsum Board

0.008

Mechanical duct Allowance

0.2

Suspended steel channel system

0.12 FLOOR FINISHES

Cement Finish

1.53

Asphalt Tile

0.05

Ceramic Quarry Tile

1.1 MANSORY

Plastering (Both Sides)

0.24

2.4.2 Live Load Live loads are loads of varying magnitudes and/or positions caused by the use of the structure. Live loads for building are usually specified as uniformly distributed surface loads in kilopascals. The minimum design live loads were selected based from the National Structural Code of the Philippines (NSCP) 2015 Table 205-1. The values selected are associated based on our design structure which only includes residential with basic floor area and roof deck values only.

COMPONENT

LOAD (kPa) Total Load

Basic Floor Area

1.9

2.4.3 Wind Load The magnitudes of wind loads that may act on a structure depends on the geographical location of the structure, obstruction in its surrounding terrain, such as nearby buildings, and the geometry and the vibrational characteristics of the structure itself. The wind load calculation is based on NSCP 2015. Different parameters needed were based on the tables and provided by the code. The values of wind loads for both transverse and longitudinal frames are equal since the height and dimensions of the structure are the same. The following were the steps used in determining the design wind loads: 1. The basic wind speed V and wind directionality factor 𝑘𝑑 shall be determined in accordance with Section 207A.5.1 and Table 207A.6 respectively.



Since the location is Quezon City, the corresponding basic wind speed was 200 kph. 𝐾𝑑 was determined based on the type of structure which was Main Wind Force Resisting System (MWFRS) with a value of 0.85.

2. An importance factor 𝐼𝑤 shall be determined in accordance with Section Table 208-1.  Residential buildings belong to standard type of occupancy which has an importance factor of 1.0

3. An exposure category or exposure categories and velocity pressure exposure coefficient 𝑘𝑧 shall be determined for each wind direction in accordance with Section 207B.3-1 Surface Roughness Category B. Urban and sub-urban areas, wood area or other terrain with numerous closely spaced obstructions having the size of single family dwellers or larger. 

We then compute the value of 𝑘𝑧 in each floor level using the formula and condition below.

The formula to be used were: If z < 12m; 𝑘𝑍 = 𝟐. 𝟎𝟏( If 12m ≤ z ≤ 𝑍𝑔

𝟏𝟐𝒎 𝟐 𝒁𝒈 ) 𝜶 𝒛

𝑘𝑍 = 𝟐. 𝟎𝟏 (

𝒁𝒈

𝟐

)𝜶

4. A topographic factor 𝑘𝑧𝑡 shall be determined in accordance with Section 207A.8-1.  According to the code, the value of 𝑘𝑧𝑡 is 1.0 for this type of building and its exposure type. 5. A gust effect factor G shall be determined in accordance with Section 207.A.9.1  According to the code, the gust effect factor value for a rigid building or other structure is 0.85 6. An enclosure classification shall be determined in accordance with Section 207A.10  The exposure classification of the building was enclosed building. 7. Internal pressure coefficient 𝐺𝐶𝑝𝑖 shall be determined in accordance with Section 207A.11-1

8. External pressure coefficient 𝐶𝑝 shall be determined in accordance with Section 207B.4-1 𝑳 𝑩   

=

𝟓𝟎.𝟔

=1

𝟒𝟗.𝟏

For Windward Wall, Cp = 0.8 ; used with 𝑞𝑍 For Leeward Wall, Cp = -0.5 ; used with 𝑞ℎ For Side Wall, Cp = -0.7 ; used with 𝑞ℎ

9. External pressure coefficient 𝐶𝑝 shall be determined in accordance with Section 207B.4-1

𝑳

=

𝑩

𝟓𝟎.𝟔

=1

𝟒𝟗.𝟏

For Windward Wall, Cp = 0.8 ; used with 𝑞𝑍 For Leeward Wall, Cp = -0.5 ; used with 𝑞ℎ For Side Wall, Cp = -0.7 ; used with 𝑞ℎ

  

SYMBOLS

NOTATIONS

VALUES

Q

Velocity pressure (kpa)

200

𝒌𝒛

Velocity pressure exposure coefficient at height z

0.93

𝒌𝒛𝒕

Topographic factor

7.0

𝒌𝒅

Wind directionality factor (Table 207-A.6-1)

0.85

𝑰𝒘

Importance factor Nominal height of the atmospheric boundary layer (Table 207A.9-1)

1.0

𝒛𝒈

365.76

Α

3 second gust speed power law exponent (Table 207A.9-1)

1/9.5

V

II

G

Basic Wind speed External pressure coefficient to be used in determination of wind loads of buildings Gust effect factor

0.85

𝑮𝑪𝒑

Product of external pressure and gust effect factor

1

𝑮𝑪𝒑𝒊

Product of internal pressure coefficient and gust effect factor

0.18

Z

Height above ground level

12

𝑪𝒑

0.8

10. Velocity pressure 𝑞𝑍 or 𝑞ℎ as applicable shall be determined in accordance with Section 207B.3.2 The velocity pressure was computed using the formula below for each leve

2.5 Review of Related Literature 2.5.1 Foreign Literature Seismic Response of 2D and 3D building incorporating buckling-restrained and self-centering bracing system according to Christopoulus et al. (2008) The purposed of this study is to differentiate the seismic response to two non-linear seismic force resisting system that will be used in low to mid to rise steel structure. An advanced cross bracing system is to utilized to reinforce structures in which diagonal supports intersect. Cross bracing can increase a building capability to with stand seismic activity has been used in University of Toronto called (SCEDs) Self centering energy dissipating frames, same in special moment resisting frames and Buckling reinforced braced frames, they also dissipate energy, but they have self-absorbed capabilities which reduce residual building deformation after major seismic events. From a journal paper Effect of configuration and lateral drift on high-rise space frames according to (C.Y. Ho and G.G. Schierele (1990)). An intemperate lateral displacement or inter-story drift causes the failure of both structural and non-structural elements in high-rise frames can recompense secondary systems, such as partitions walls to generate secondary column stress due to P-delta moments, and cause discomfort to building occupants under prolonged cyclical drift. Failure to secondary system can be controlled by reducing drift. As stated by (E.M. Hines and C.C. Jacob et.al (2009)) The seismic performance of low-ductility steel systems designed for moderate seismic regions have bring out new interest in the cost-effective design of ductile systems for such regions. Although eccentrically braced frames (EBFs) a new lateral force resisting system developed to resist seismic events in a predictable manner, Eccentrically Braced Frames (EBFs) are known for their attractive combination of high elastic stiffness and superior inelastic performance characteristics (AISC 2005). In the opinion of (K.G.Vishwanath (2010)) Introduce the “Seismic response of Steel braced reinforced concrete frames” in International journal of civil and structural engineering 2010 . A four-storey building was taken in seismic zone 4 according to IS 1893: 2002. The performance of the building is evaluated according to story drift. Then the study is extended to eight story and twelve story. X type of steel bracing is found out to be mostefficient. In additional The typical failure mode occurred by special momentresisting frames with bracing that will damage the braces, brace to frame connections, columns and with base plates were stud ied (Hanson and Martin (1987); Kelly et al. (2000.)

2.5.2 Local Literature The National Museum tree of life the (PNS Advanced Steel Technology, Inc. (December 2015)) construct a special steel structure technology is used to construct beautiful and dynamic large spaces, such as soccer stadiums and other types of athletic event space. The design was inspired by natural history and man’s wanting to understand nature and his place in it,” Galicia said. “Throughout civilizations, the tree has been an anchor idea in the Book of Genesis and in Charles Darwin’s ‘On the Origin of Species.’ Even in our indigenous iconography, the Tree of Life motif is found in the arts of the Mangyan, Maranaw and Ifugao. The design was carry out everything from structural design to fabrication and construction work, utilizing the Nippon Steel & Sumitomo Metal Group’s unique technology making and using steel. In additional project in Okada Manila Steel Dome same technology used by the PNS Advanced Steel Technology, Inc, the steel structure technologies which made a super long span and super high rise structures. They are based on our world-class raw material technology fostered by our steel making business, and it enables us to execute any process from structural design to fabrication and construction work reliably. Investigation of the strength of Cold-Formed Steel C-section in Compression, according to A.P Yu and Dr. B. Lejano (2014) In this investigation, they justified experimentally and computationally the performance of C-shaped ColdFormed Steel C-section (CFS) when it is subjected to compression load and considering buckling. Cold Formed steel has an efficient load carrying capabilities while being a lightweight construction material that is why it is considered to be an excellent and reliable structural material. There were locally-produced CFS which is a good thing in the construction industry. Some construction firm in the Philippines they following foreign standards and guides despite the lack of knowledge regarding the structural performance of locallyproduced CFS. This guide the researchers to give some information in its structural performance and to gather the experimental and computational results. As stated by the (Regan Industrial Sales Inc.) Steel bridges was the connection of cities and provinces and stated the important eras that helped innovate steel bridge construction and design. The first is Industrial Revolution, the forms of modern steel bridges began during the industrial revolution with the introduction of the steam engine, the railroad, along with the establishment of some of the world’s first factories, the ability to construct larger and stronger structures with the use of steel has now become possible, the second the 20th century saw the widespread use of steel as construction material, which not only helped build more steel bridges but they figure out that they could use for other purposes build the world’s first skyscrapers. These impressive construction projects not only push the boundaries of construction but also helped in the economic progress and development of various countries, making transportation of people and supplies across different regions possible. From connecting communities over large bodies of water to making high-elevation areas easier to navigate, the

steel bridge has proven to be a structure that is able to withstand the rigors of harsh elements and daily use.