CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
CHAPTER I
INTRODUCTION
1.1 Rationale
A combination of apartment and hotel is widely known for its dual purpose which is
for a short and long-term stay. In relation to this, tourists and would-be residents are
attracted to these kinds of establishments. In addition, these kinds of establishment are a
great way to earn money because it only needs a reasonable amount of capital and with low
maintenance cost. Therefore, there are many people who want to invest in this kind of
business.
The owner Mrs. Josephine C. Que, a businesswoman, wants to invest in this kind of
establishment. The owner chose Bais City as the location of the apartelle building due to
the rising tourism in Bais, as well as the rising number of people in Bais. Bais City, also
has only a few hotels and other accommodations that can house the growing populace. The
main reason for choosing the city of Bais as the location of the building is that the owner,
Mrs. Que, lives in Bais and can keep track of the newly established business personally.
The location is in the middle of the city and is located near the market and the local
school making it an ideal location for students from farther away. It is also a gathering spot
for tourists wanting to experience the beauty of the Philippines in the face of the white sand
bar and the famous dolphin watching. These tourists can then thoroughly enjoy the
splendor of Bais by spending a night in the heart of the City eating fresh seafood. With the
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
1
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
increase in tourism, there is also an increase in industries such as fast food joints and
restaurants which give more jobs to the people and the neighboring municipalities. The job
opportunities not only come from these industries but also from the sugar mills the city
has. This city not only attracts tourists and job applicants but also students because of the
many colleges that reside in the area.
Considering these factors, a three-storey apartelle building was designed for Mrs.
Josephine C. Que in a 348.5 square meters in the heart of Bais City. This building is a great
use to people looking for a place to stay both long and short term.
The three-storey building has two types of rooms that cater both long-term and shortterm customers as well as a parking space for the convenience of its future residents.
1.2 Statement of the Problem
The design of the three-storey apartelle building located at Bais City shall meet all the
requirements in the National Building Code and National Structural Code of the
Philippines and should answer the following questions:
1. What is the Architectural Design of the building?
2. What are the Loading Conditions?
a) Dead Load
b) Live Load
c) Wind Load
d) Seismic Load
3. What are the Structural Member Sections?
a) Roof Deck
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
2
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
rd
b) 3 Floor Columns
c) 3rd Floor Slabs, Beams, Girders
d) 2nd Floor Columns
e) 2nd Floor Slabs, Beams, Girders
f) Ground Floor Columns
g) Footing
4. What is the Plumbing Design?
5. What is the estimated total cost of the project?
a) Direct Cost
i.
Materials
ii.
Equipment
iii.
Labor Cost
b) Indirect Cost
i.
Supervision
ii. Administrative
6. How long will the duration of the construction take?
7. Based on the result, what building plan will be developed?
1.3 Objectives
General Objective:

The main objective of this study is to design a three-storey apartelle building
for Mrs. Josephine C. Que in Bais City
In order to attain the main objective, the following should be done:
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
3
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________

To make a design that is convenient, aesthetically appealing, and
structurally sturdy, for the client and future occupant’s interest

To calculate both direct and indirect cost estimates necessary for the
construction of the building

To make a plumbing design for the building

To make the schedule of the construction of the building
1.4 Significance of the study
The fulfillment of this three-storey apartelle building will benefit the owner, the
occupants, the community, the designer’s, and the researcher’s structure. The design was
made to provide safety and comfort to the following:
The Owner.
The main purpose of having a building is to gain economically and to
have a return of the capital. The construction of the three-storey apartelle building will
make a great source of fast and reliable income to the owner. It will give the owner a
steady source of income for years to come and for the following generations.
The Occupants. Aside from giving the owner another source of income this building
will provide a warm, comfortable, and relaxing place to stay after an eventful day. This
building is made especially for tourists, students, families, and employees looking for
a place whether for a long-term or short-term stay.
The Community. This building will help in providing more ecommerce for the city
of Bais. Thus, it will create more jobs for the people as well as more space for people
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
4
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
who are not originally from this city. This building will also help indirectly through the
tax it pays regularly.
The Designers.
The project has put the designers directly into the field providing
valuable experience as well as help them establish a sense of professionalism by
designing a safe, efficient, and economical structure. The designers will carry this
professionalism and experience even after the end of this project.
The Future Researchers. This project could give the future researchers the ideas of
the design and analysis of a three-storey structure and on anything related to it.
1.5 Scope of the Study
The project will cover the structural design and analysis of the three-storey apartelle
building using both manual computation and a computer system such as STAAD. This
project will also cover the plumbing system, structural plan, materials/technical
specifications, cost estimates of labor and materials, and scheduling.
1.6 Limitations of the Study
The project is limited the design and analysis of a three-storey apartelle building
for Mrs. Josephine C. Que without considering the electrical design of this structure, soil
capacity, and the mechanical aspects of the building such as the fire extinguisher and other
machinery.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
5
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
1.7 Definition of Terms
Apartelle- a serviced apartment complex that uses a hotel-style booking system. It is
similar to renting an apartment, but with no fixed contracts and occupants can "checkout" whenever they wish or a budget hotel
Beams - it is usually a long and sturdy piece of squared wood or metal that supports a
load usually a floor or roof
Columns - an upright pillar of support, usually made of stone, concrete, or steel
Live Load - refers to the temporary weight that the building may be burdened with
such as people, environmental aspects, and others
Dead Load - refers to the permanent components that the building needs in order to
function (e.g. beams, columns, fixed permanent equipment, flooring, and others)
Slabs- A large, thick, flat piece of stone or concrete, typically square or rectangular in
shape
STAAD - a software that helps with the structural analysis and design factor of a
project. Caters to projects that incorporates steel, timber, or concrete and needs
different kinds of analysis.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
6
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
CHAPTER II
2.1 REVIEW OF RELATED LITERATURE AND STUDIES
An apartelle (a short-cut for apartment hotel) is a serviced apartment complex that uses
a hotel-style booking system. It is similar to renting an apartment, but with no fixed
contracts and occupants can "check-out" whenever they wish.
Apartelle means a building containing both apartments and individual guestrooms or
rental units, under resident supervision, and which maintains an inner lobby through which
all tenants must pass to gain access to apartments, rooms or units.
An apartelle complex usually offers a complete fully fitted apartment. These
complexes are usually custom built, and similar to a hotel complex containing a varied
amount of apartments The length of stay in an apartelle varies from a few days to months
or even years. The people who stay in apartment hotels use them as long-term
accommodation; therefore, the hotels are often fitted with most things the average home
would acquire.
Reservations
Reserving a stay in an apartment hotel differs slightly from booking a hotel room. A more
personal approach is needed, as guests staying for extended periods want to ensure that the
apartment is their preference (e.g. guests ask about view, floor plan, floor where the
apartment is located, etc.). Another reason a reservation agent is required to assist a guest
with booking an apartment hotel is due to simple business reasons. Unlike hotels, where
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
7
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
all bookings are short stays and check in and check out dates are confirmed at the time the
reservation is made, apartment hotels often try to accommodate guests who don't know
their checkout date. Such stays include guests who wait for their home to be built or
renovated. For that reason it is difficult to list such apartment hotels on most common
booking websites. Specialized booking companies allow the apartment hotels to accept or
decline a request, rather than simply accepting a confirmed booking, and allow
communication of details of the stay with the guest before the reservation is confirmed.
Performance Characteristics of Residential Buildings
Beauty, utility, durability – these are the immanent features of good architecture and should
also be the distinguishing qualities of every residential building.
Beauty:
The architecture of a city is a continuously changing picture. New building structures,
usually residential, are continuously being created. Space alongside buildings from the past
is continuously being filled in with new ones. But the beauty of the city is created by all of
these structures, new buildings as well as those dating further back; beauty lies in the
original style of modern forms, but also in the sentimental relics of the past.
The passing of time brings about new tasks – the preservation of beauty. Maintaining
residential buildings in an adequate technical condition is of utmost importance when
creating the image of a city, while their aesthetic state is a reflection of their technical
conditions. The renovation of buildings is inevitable. Aesthetic requirements combined
with requirements in terms of the technical state of the building necessitate many actions.
The scope of works in residential buildings is always of an individual nature. It may rely
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
8
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
on the conservation of detail, or may involve the modernization of a tenement house:
“beautifying, improving appearance – thus something added to the initial form for the sole
purpose of decoration is commonly accepted”. The needs of our civilization’s development
often necessitate the modernization of historic building structures or their adaptation to
modern-day needs. (Bonenberg, W. et. Al, 2012)
Durability:
Time is continuously passing and along with it, aging intensifies. The aging process
is a natural phenomenon for every material. The life expectancy of building materials is
also limited.
Residential buildings are constructed with different building materials, which vary in
terms of quality. Along with the passing of time, they age, lose their performance
characteristics, and undergo natural wear and tear. Materials in the buildings are different
and characterized by various, each their own, defined life expectancy periods. The
processes of aging, wear and loss of performance characteristics do not take the same
course in each fragment of the building. The roof cover is not as durable as the structure of
the roof trusses. The life expectancy of a wooden roof truss structure is shorter than that of
load-bearing walls.( Królikowski, J. et. Al, 2011)
Usability:
Along with the passing of time, the technical state of residential buildings continuously
deteriorates. With the passing of time, the aesthetic values and preferences of users of flats
change and the usability of the building decreases.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
9
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
The modernization and adaptation of historical objects is the result of ever-changing
human needs. Adapting post-industrial objects in residential areas for modern-day uses has
become something of a trend. The beauty of a historical building, however, has made it so
that the changes carried out in the object are small. The novelties introduced are essentially
fitted into the existing architecture. The needs of our civilization’s development continue
to increase, and the performance requirements of buildings are, therefore, becoming
increasingly higher. Increasing performance requirements and the coexisting problems of
a deteriorating technical state pose a challenge when using residential buildings.
(Kadłuczka, A. et. Al, 2008)
AutoCAD 2015
AutoCAD is a commercial computer-aided design and drafting software
application, developed and marketed by Autodesk. It was first released in December 1982
as a desktop application running in microcomputers with internal graphics controllers.
AutoCAD is used across a wide range of industries: by architects, project
managers, engineers, graphic designers, and many other professionals. AutoCAD was used
in the drafting of the building plans and putting into paper the architectural design and
details of the resort building. The program was used plainly for educational purposes.
Basis for Manual Computation
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
10
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
NSCP specifications are based on ACI Code 318-08 from the American Concrete Institute
made on 2008. All necessary equations that will be used for the project design are
stated in the Methodology, according to the order in which they were used.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
11
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
CHAPTER III
METHODOLOGY
3.1 General Procedure:
The researchers obtain the necessary data needed to design a three-storey apartelle
building which conforms to the standard building specification to be certain that the
structure was safe and stable. The data obtained not only was used for the design process
but also in the development and fulfilment of this project study. The next thing the
researchers do was the architectural design which was then shown to the owner and was
either approved or rejected. As it was approved the structural analysis and design started.
The design process was divided into two parts, the STAAD design and manual design.
When both passed the researchers proceeded to the technical specifications for materials,
equipment, and labor. The last part, the researchers did the cost estimate and project
duration which was then shown to the client to inform them of the costs.
3.2 Specific Procedure:
The following points were the procedure done by the researchers to complete the
project study:
3.2.1 Gathering of Data
The project started with the client’s interview, Mrs. Josephine C. Que, where
necessary data on how the apartelle building will look like and what facilities the client
wanted included. The researchers also gathered the land title and the development plan of
the site during this interview. The data acquired was used for the planning and architectural
design aspects of the building.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
12
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
3.2.2 Architectural Design
The data obtained in the previous phase was then used for the next step namely the
planning and the architectural design of the apartelle building. The tentative designs were
submitted to the owner or the one in charge and to the client for further revisions and
developments and eventually for approval.
3.2.3 Structural Analysis and Design
After collecting the data needed, the researchers proceeded to the structural
design of the building which included the design of the beams, columns, girders, slabs,
trusses, roof beams, and footing.
3.2.4.1 STAAD.Pro. V8i Analysis
The designers used STAAD.Pro as the tool for computer-aided analysis of the
concrete structure (see Figure 3 – STAAD Sub Process Flow Chart). In STAAD.Pro. V8i,
the concrete structure type was first selected and inputted into the software. After, design
nodes or intersections between columns and beams were assigned. Then, beams and
columns were then inputted with all its sections defined. Types of supports, necessary
loadings and other load parameters were to be inputted. The loads being referred in this
process were those obtained during the load determinations and the load combination was
determined as well. Lastly, analysis was then run to check whether the current member
dimensions passed. Structural members was continually redesigned until all members
passed, and were economical in size.
3.2.4.2. Manual Computation
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
13
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
The entire structure was analyzed starting from the topmost member, which was
the roof or floor slab, down to the bottom-most members, which were the footings or
foundation (Figure 4 presents the sequence). The succeeding sections discuss the manual
design computations of the respective structural members.
3.2.4.2.1 Design of Slab
Slabs were structural elements usually made of concrete that was used to either
create a flat horizontal surface which was used as floors, ceilings, and roof decks. It was
supported by either beams, columns, walls, or the ground. It can be pre-fabricated or be
poured on-site using formwork. Taken from Table 407.6.1.1 , the minimum area of flexure
reinforcement As,min was found in accordance to Section 407.6.1.1 of the NSCP2015.
Table 407.6.1.1 As,min for Non-Prestressed One-Way Slabs (NSCP2015)
Reinforcement Type
FY, MPa
As,min
Deformed bars
<420
0.0020Ag
Deformed bars or welded
Greater
>420
wire reinforcement
Of:
0.0018𝑥420
𝐹𝑦
Ag
0.0014Ag
In design specifications, the minimum thickness of non-pre stressed one-way slabs were:
Table 407.3.1.1 Minimum Thickness of Solid Non-Prestress One-Way Slabs
(NSCP2015)
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
14
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
Support Condition
Simply Supported
One end continuous
Both end continuous
Cantilever
Minimum h
l/20
l/24
l/28
l/10
Where:
Section 407.3.1.1.1 states that for fy other than 420 MPa, the expressions in table
407.3.1.1 shall be multiplied by (0.4 + fy/700).
Section 407.3.1.1.2 states that for non- prestressed slabs made of lightweight concrete
having wc in the range of 1440 to 1840 kg/m3, the expression in table 407.3.1.1 shall be
multiplied by ( 1.65-0.0003 wc)≥ 1.09.
Section 407.3.1.1.3 for non-prestressed composite slabs made of a combination of
lightweight and normal weight concrete that were shored during construction , where the
lightweight concrete was in compression the modifier of section 407.3.1.1.2 shall apply.
According to section 407.7.2.3 of NSCP 2015, Maximum spacing of flexural
reinforcement was:
S = 3h or 450 mm
According to section 407.7.2.4 of NSCP2015 , Maximum spacing of temperature
reinforcement was:
S = 5h or 450 mm
3.2.4.2.2 Design of Beams
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
15
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
There were two types of reinforced beams either singly reinforced beam or
doubly reinforced beam. A singly reinforced beam was a beam that longitudinally reinforce
only in tension zone, thus the ultimate bending moment and the tension due to bending
were carried by the reinforcement, while the compression was carried by the concrete.
Practically, it was not possible to provide reinforcement only in the tension zone, because
the stirrups need to be tied. Therefore, two rebars were utilized in the compression zone to
tie the stirrups and the rebars act as false members just for holding the stirrups. On the other
hand, a doubly reinforced beam was reinforced with steel both in tension and compression
zone. This type of beam was mainly provided when the depth of the beam was restricted.
If a beam with limited depth was reinforced on the tension side only it might not have
sufficient resistance to oppose the bending moment. The moment of resistance cannot be
increased by increasing the amount of steel in tension zone. It can be increased by making
the beam over reinforced but not more than 25% on the strained side. Thus a doubly
reinforced beam was provided to increase the moment of resistance of a beam having
limited dimensions. Thus with this in mind the researchers design the beams considering
the following:
Table 409.3.1.1 Minimum Depth of Non-Prestressed Beams
Support Condition
Minimum h
Simply supported
l/6
One end continuous
l/18.5
Both ends continuous
l/21
Cantilever
l/8
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
16
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
Where:
Section 409.3.1.1.1 states that for fy other than 420 MPa, the expressions in the table
409.3.1.1 shall be multiplied by (0.4 + fy/700).
Section 409.3.1.1.2, for non-prestressed beams made of lightweight concrete
having wc in the range of 1440 to 1840 kg/m3, the expressions in table 409.3.1.1 shall be
multiplied by ( 1.65-0.003 wc)≥1.09.
Section 409.3.1.2 , for non-prestressed composite beams made of a combination
of lightweight and normal- weight concrete shored during construction , and where the
lightweight concrete was in compression, the modifier of section 409.3.1.1.2 shall apply.
3.2.4.2.3 Design of Columns
The column is a structural element that transmits, through compression, the
weight of the structure above to other structural elements below. In other words, a column
is a compression member. The design of columns was controlled by the ultimate limit state,
though deflection and cracking during service conditions were not commonly a problem,
but was still properly detailed and covered.
The rectangular concrete distribution had requirements that needed to be
satisfied which were the following:
a) Concrete strength of 0.85 fc’ was assumed uniformly distributed over an
equivalent compression zone bounded by edges of the cross section and
a straight line located parallel to the neutral axis at a distance a = β 1c
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
17
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
from the fiber of maximum compressive strain. (Section 422.2.2.4.1,
NSCP2015)
b) The distance c from the fiber of maximum strain to the neutral axis was
measured in the direction perpendicular to the axis. (Section
422.2.2.4.2, NSCP2015)
c) Factor β1 was taken as 0.85 for concrete strength f’c up to and including
30 MPa. For strength above 30 MPa, β1 was reduced continuously at a
rate of 0.008 for each 1 MPa of strength in excess of 10 MPa, but β1 was
not taken less than 0.65. (Section 422.2.2.4.3, NSCP2015)
Code requirements for cast-in-place columns:
According to section 425.7.2.2 of NSCP2015, Diameter of tie bar wire
shall be at least:
10mm -32mm ɸ from smaller longitudinal reinforcement
12mm – larger than 32 mm ɸ larger longitudinal bars or bundled
bars
spacing
Minimum number of bars:
4-within rectangular/ circular ties
3- Triangular shaped ties
6- Enclosed within spirals
3.2.4.2.4 Design of Stairs
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
18
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
In accordance with the National Building Code of the Philippines, the stairs in the
entire building have a minimum uniform riser height of 200 mm.
3.2.4.2.5 Design of Foundation/Footing
A foundation is a lower portion of building structure that transfers its gravity loads
to the earth. Foundations are generally broken into two categories: shallow
foundations and deep foundations. A tall building must have a strong foundation if it was
to stand for a long time. Footings are an important part of foundation construction. They
are typically made of concrete with rebar reinforcement that has been poured into an
excavated trench. The purpose of footings is to support the foundation and prevent settling.
Footings are especially important in areas with troublesome soils.
Foundation failure also has an effect on the over-all stability of the building. The
lines of action of the loads is another important requirement for foundation thus it concurs
with the centers of the foundations therefore the foundation bed should be uniformly
distributed to prevent unequal settlement.
Maximum factors moment for an isolated footing and development of
reinforcement shall be computed at critical sections located as follows:
Table 413.2.7.1 Location of Critical Section for Mu (NSCP2015)
Supported member
Column or pedestal
Column with steel base plate
Concrete wall
Masonry wall
Location of critical section
Face of column or pedestal
Halfway between face of column and edge
of steel base plate
Face of wall
Halfway between center and face of
masonry wall
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
19
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
Location of critical section for shear was measured from the face of column, wall,
for footings supporting a column, or pedestal.
The overall depth of foundation shall be selected such that the effective depth of
bottom reinforcement was at least 150 mm. (Section 413.3.1.2, NSCP2015)
For reinforcement in short direction of the tal reinforcement given in the equation
shall be distributed uniformly over a band equal to the length of short side footing.
2
γs=(𝛽+1)
(413.3.3.3)
Where βc = ratio of the long side to short side of the footing.
Table 305-1 Minimum Requirements for Foundation (NSCP2015)
Number of
Floors
Supported by
the
Foundations
1
2
3
Thickness of
Foundation Wall
(mm)
Concrete
Unit
Masonry
150
200
250
150
200
250
Width of
Footing (mm)
Thickness of
Footing (mm)
Depth Below
Undisturbed
Ground
Surface (mm)4
300
375
450
150
175
200
300
450
600
The researchers used NSCP and ACI Codes to determine the design specifications
and equations other structural members not mentioned above. Rather than using manual
computation of structural design, the researchers opted to use STAAD/Pro, a computer
software that helps in the design and structural analysis in the project design. It contains a
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
20
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
broad set of facilities for designing structural members as individual components of an
analyzed structure. It was capable of performing steel, concrete, and timber design.
3.3 Technical Specifications for Materials, Equipment’s and Labor
After everything was computed and structural design was finished, a printed
compilation of the data was submitted to the professor. The compilation consists of the
plan and architectural design of the building, technical specifications for the calculations,
and the rest of the content of the project.
3.4 Project Duration Using PERT (CPM) and Cost Estimate
The researchers after finalizing and solving all necessary computations, came up
with the estimated budget for the benefit of the client. This includes the bill of materials,
cost of labor, equipment used, and the work schedule.
FLOW CHART
PROJECT START
DATA GATHERING
ARCHITECTURAL DESIGN
NO
CLIENT
APPROVES
YES
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
21
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
STRUCTURAL ANALYSIS
STRUCTURAL DESIGN
STAAD DESIGN
MANUAL DESIGN
A
B
TECHNICAL SPECIFICATION FOR
MATERIALS, EQUIPMENT, & LABOR
PROJECT DURATION & COST
ESTIMATE
PROJECT END
Figure 1: Project Design Flow Chart
A
INPUT STRUCTURE TYPE
INPUT DESIGN NODES
INPUT MATERIAL PROPERTIES
INPUT SECTIONS
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
22
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
INPUT CONSTANTS
INPUT LOADINGS
ANALYSIS
NO
PASS
REDESIGN
YES
ANALYSIS DESIGN OUTPUT
Figure 2: STAAD Sub Process Flow Chart
B
DESIGN OF BEAMS
NO
SAFE
YES
DESIGN OF SLABS
NO
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
SAFE
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline
C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
YES
23
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
CHAPTER IV
RESULTS AND DISCUSSIONS
4.1. Architectural Design
The three-storey apartment has been designed to serve its purpose of providing
accommodations for the people visiting and wanting to live in Bais as well as providing
necessities, are met. Having that qualities, the ground floor contains the lobby and the
rooms to cater people who wants to stay in a short span of time. Each room is complete
with a bed, toilet and bathroom, and all other room accessories such as a television set
and air-conditioning unit. The second and third floors contains rooms for people who
wants to stay longer that consist of a bed, toilet and bathroom. Those two floors have a
surrounding hallway which gives easy access to all rooms as well as good escape
routes in case of emergencies. Also, the roof deck provides a space for the occupants to
enjoy the good scenery.
As shown in Appendix C, the ground floor is 150 millimeters above the natural
ground level and the height of the first floor is 3.1m and 2.9m for the second floor and
third floor. The left and right elevations show that the building has two sets of staircases;
both may be used as emergency exit stairs. Appendix F shows the bird’s eye-view of the
entire structure.
4.2. Computation of Loads
Loads for the concrete resort building were computed and determined based on the
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
24
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
design criteria provided by the National Structural Code of the Philippines 2015. The
Dead Load, Live Load, Wind Load and Seismic Loads were then determined using
these values. The values will be presented in the appendix K.
4.3. Wind Load Computation
The structure designed is 12 meters high, therefore it follows the design wind
pressure,p (kPa), of p = q GC − GCv, taken from Eq. 207-18 for low rise building with
heights less than 18 meters. The velocity pressure in kPa is q z = qh = 0.613 Kz KztKdV2 Iw
, taken from Eq. 207B.3-1. The values for each variable are as follows: Kzt = 1.0
(Topographic factor from sec. 207A.8.2), Kd = 0.85 (Table 207A.6-1), , Iw = 1.0
(Standard occupancy, Table 103-1) and V = 250 kph for Zone II (Table 207A.5-1A).
In the table below, velocity pressures per floor is being calculated table 1.Velocity
pressure shows the computed velocity pressure per floor level. The values under Kz can
be found on Table 207B.3-1.
TABLE 1: Velocity Pressures
h (m)
3.10
6
9.10
12
Kz
0.57
0.62
0.7
10.76
Kzt
1.0
1.0
1.0
1.0
Kd
0.85
0.85
0.85
0.85
V
250
250
250
250
Iw
1.0
1.0
1.0
1.0
qh (kPa)
1.432
1.558
1.759
1.910
Table 2.1 and Table 2.2 shows the results of the Design Wind Pressure from the
transverse wind direction and longitudinal wind direction respectively. These tables
correspond to the wind loads acting to the different areas of the exterior surfaces of the
building, where calculations can be found on Appendix I. The areas, where the loads act,
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
25
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
are designated as 1E, 2E, 3E, 4E, 1, 2, 3, 4 and 5. Windward wall 1E ranges from 1.080
to 1.319 kPa and leeward wall 4E ranges from -0.834 to -1.018 kPa. Windward roof 2E
ranges from -1.978 to -2.087 kPa and leeward roof 3E ranges from -1.124 to -1.185 kPa.
Windward wall 1 ranges from 0.793 to 0.968 kPa and leeward wall 4 ranges from -0.642
to 0.785 kPa. Windward roof 2 ranges from -1.978 to -2.087 kPa and leeward roof 3
ranges from -0.870 to -0.918 kPa.
TABLE 2.1: Design Wind Pressure (Transverse Direction)
WINDWARD WALL
height
1E
1
GCpf= 0.61
GCpf= 0.40
GCpi= -0.18
GCpi= -0.18
P(kPa)
P(kPa)
3.1
0.974
0.418799968
0.56489298
6
1.059
0.455536807
0.614444996
9.1
1.196
0.51431575
0.693728221
12
1.299
0.558399958
0.75319064
TABLE 2.2: Design Wind Pressure (Longitudinal Direction)
LEEWARD WALL
height
2E
2
GCpf= 0.43
GCpf= 0.29
GCpi= +0.18
GCpi= +0.18
P(kPa)
P(kPa)
3.1
-0.609
-0.152180221
0.286098815
6
-0.662
-0.165529363
0.311195203
9.1
-0.748
-0.186887991
0.351349423
12
-0.812
-0.202906961
0.381465087
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
26
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
LEEWARD WALL
height
3E
3
GCpf= 0.61
GCpf= 0.29
GCpi= -0.18
GCpi= -0.18
P(kPa)
P(kPa)
3.1
-0.867
-0.684560345
-0.502588607
6
-0.943
-0.744609498
-0.546675327
9.1
-1.064
-0.840688143
-0.617214079
12
-1.155
-0.912747126
-0.670118143
WINDWARD WALL
height
4E
4
GCpf= 0.43
GCpf= 0.29
GCpi= +0.18
GCpi= +0.18
P(kPa)
P(kPa)
3.1
0.716
-0.436846752
-0.336586842
6
0.779
-0.475166643
-0.366112003
9.1
0.879
-0.536478467
-0.413352262
12
0.955
-0.582462336
-0.448782456
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
27
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
SIDE WALL
height
5E
5
GCpf=-0.45
GCpf= -0.45
GCpi= +0.18
GCpi= +0.18
P(kPa)
P(kPa)
3.1
-0.852
0.53689182
0.53689182
6
-0.927
0.583987593
0.583987593
9.1
-1.047
0.659340831
0.659340831
12
-1.136
0.71585576
0.71585576
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
28
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
4.4. Seismic Analysis
Seismic Analysis was conducted using the design criteria from the National
Structural Code of the Philippines 2015 and the Static Lateral Force Procedure was then
carried out. See Appendix J for the detailed computation. These are the Seismic Factors
considered in the analysis of the concrete structure’s frame:
TABLE 3: Seismic Factors
Seismic Zone Factor, Z
Importance Factor, I
Structural System Factor, R
Near Source Factor, Na
Near Source Factor, Nv
Seismic Coefficients, Ca
Seismic Coefficients, Cv
Numerical Coefficient, C t
0.4
1.0
8.5
1.0
1.2
0.44Na= 0.44
0.64Nv= 0.64
0.0731
for Zone 4
for Occupancy Category, Type III
for dual systems: MSW with MMRWF
for Soil Profile Type SD
for Soil Profile Type SD
for Soil Profile Type SD
for Soil Profile Type SD
After all necessary computations have been carried out; the lateral forces on each
floor level were obtained. Table 4 below shows the floor levels and the corresponding
lateral forces (Fz) acting on it including the moments about the base of the building
(Fzhi).
Floor Level
3
2
1
TOTAL
TABLE 4: Lateral Force Distribution of the Building
Wi, kN
hi, m
Wihi, kN-m
Fi, kN Fz, kN
Fzhi, kN-m
9.1
54677.7
2603
2793
27652
5523
6273
6
44371.8
2112
2112
13940
66273
3.1
22185.9
1056
1056
3485
6931
40521
5771
5961
45077
1797
It can be observed that the top most level, Level 4, carries a value of 2793 kN
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
29
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
instead of just the 2603 kN. This is due to the concentrated lateral force Ft that acts at
the top of the structure in addition to its mass-generated lateral load Fi. The rest of the
floor levels have values that correspond to their own Fi.
Theoretically, all Lateral Forces act horizontally, this means that it can act on
the z and x direction of the building frame. After obtaining all necessary lateral loads
per floor level, these loads were then translated to each frame of the building. Table
5.1 and 5.2 presents the lateral forces distributed, transversely and longitudinally, on
each frame per floor level.
TABLE 5.1: Direct Lateral Force Distribution on Transverse Frames
Floor
Level
Fs
TRANSVERSE FRAMES
A
B
C
D
E
F
G
H
3
139.96 9.997147 19.99429 19.99429 19.99429 19.99429 19.99429 19.99429 9.997147
00682
73
546
546
546
546
546
546
73
2
133.25 9.518093 19.03618 19.03618 19.03618 19.03618 19.03618 19.03618 9.518093
33073
379
676
676
676
676
676
676
379
1
68.847 4.917681 9.835363 9.835363 9.835363 9.835363 9.835363 9.835363 4.917681
54211
579
159
159
159
159
159
159
579
TABLE 5.2: Direct Lateral Force Distribution on Longitudinal Frames
LONGITUDINAL FRAMES
A
B
C
D
E
F
G
H
9.9971477 19.994295 19.994295 19.994295 19.994295 19.994295 19.994295 9.9971477
3
46
46
46
46
46
46
3
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
30
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
9.5180933 19.036186 19.036186 19.036186 19.036186 19.036186 19.036186 9.5180933
79
76
76
76
76
76
76
79
4.9176815 9.8353631 9.8353631 9.8353631 9.8353631 9.8353631 9.8353631 4.9176815
79
59
59
59
59
59
59
79
Other than the lateral loads, building frames are also carrying torsion loads with
them. Values for torsion loads were obtained by considering the moments of each frame
with respect to the center of rigidity. Appendix J shows the detailed computations for the
torsion loads on each frame. Table 6.1 and 6.2 shows a tabular summary of the torsion
loads computed. It can be observed how in the transverse frames; Frame C and G has
zero torsion and that is because it is at the center of rigidity for the transverse frame.
TABLE 6.1: Torsion Load Distribution on Transverse Frames
Floor
Level
Fs
TRANSVERSE FRAMES
A
B
C
D
E
F
G
H
3
139.9600682 88.87
66.65
44.43
22.21
0
22.21
44.43
66.65
2
133.2533073 67.2
50.4
33.6
16.8
0
16.8
33.6
50.4
1
68.84754211 33.6
25.2
16.8
8.4
0
8.4
16.8
25.2
LONGITUDINAL FRAMES
A
B
C
D
E
F
G
H
88.87
66.65
44.43
22.21
0
22.21
44.43
66.65
67.2
50.4
33.6
16.8
0
16.8
33.6
50.4
33.6
25.2
16.8
8.4
0
8.4
16.8
25.2
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
31
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
Having obtained the values for direct lateral force distribution and torsion loads,
the Resultant Lateral Force distribution is then determined by adding the two values
mention above. Table 7.1 and 7.2 presents the Resultant Lateral Force Distribution
values for transverse and longitudinal frames in each floor, respectively.
TABLE 7.1: Resultant Lateral Force Distribution each Frame
Floor
Level Fs
TRANSVERSE FRAMES
A
B
C
D
E
F
G
H
3
139.960 98.86714 86.64429 64.42429 42.20429 19.99429 42.20429 64.42429 76.64714
0682
773
546
546
546
546
546
546
773
2
133.253 76.71809 69.43618 52.63618 35.83618 19.03618 35.83618 52.63618 59.91809
3073
338
676
676
676
676
676
676
338
1
68.8475 38.51768 35.03536 26.63536 18.23536 9.835363 18.23536 26.63536 30.11768
4211
158
316
316
316
159
316
316
158
TABLE 7.2: Resultant Lateral Force Distribution on Frame
LONGITUDINAL FRAMES
A
B
C
D
E
F
G
H
98.867147 86.644295 64.424295 42.204295 19.994295 42.204295 64.424295 76.647147
73
46
46
46
46
46
46
73
76.718093 69.436186 52.636186 35.836186 19.036186 36.245546 52.636186 59.918093
38
76
76
76
76
77
76
38
38.517681 35.035363 26.635363 18.235363 29.829658 18.235363 26.635363 30.117681
58
16
16
16
62
16
16
58
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
32
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
4.5. Design of Structural Members
4.5.1. Slab
A floor slab thicknesses of 100mm with reinforcements of 12mm-diameter bars
came up. 12 two way slabs were verified and the the rest were one way slab, it was the
classified as SOG, S1-S12, and RS. The results of the analysis are tabulated in Appendix
L.
4.5.2. Stairs
The rise and run width of the stairs are 170mm and 270mm respectively with a
total horizontal length of 3.4 meters. Its landings have dimensions of 1.2m x 1.2m and a
thickness of 120 mm. There are three staircases in every floor with a total 18, 17, and 17
steps for the first, second, and third staircase respectively. The details for the
reinforcement of stairs can be found in Table 8.
TABLE 8: Stairs Detailing
East and West
Staircase
Stair Location
Ground
to 2nd
Floor
2nd
Floor to
3rd Floor
Horizontal Vertical
(mm)
(mm)
3400
3400
3100
2900
Tread
270
270
Riser
Thickness
Flexure Temperature
(mm)
170
120
12mmØ
spaced at
250 mm
10mmØ
spaced at
350 mm
120
12mmØ
spaced at
250 mm
10mmØ
spaced at
350 mm
170
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
33
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
3rd Floor
to Roof
Deck
3400
3100
270
170
12mmØ
spaced at
250 mm
120
10mmØ
spaced at
350 mm
\
4.5.3. Beams and Girders
Beams and girders have a dimensions of 400x500 that uses 16mm rebar spaced at
110mm and 220mm.. These values were obtained after the slabs were identified to be
whether one-way or two-way. From there, the loads were transformed to uniformly
distributed loads and were used in the design of beams and girders. Appendix H presents
the Floor Framing Plans for the placement of beams and girders. Appendix O shows the
computations carried out in designing the columns. Table 9 shows a tabulated
summary of the beam and girder schedule.
TABLE 9: Beam Schedule
Floor Level
Mark
b, mm
GB1
400
GB2
400
GB3
400
1st Floor
GB4
GB5
GB6
FB1
2ND-3RD
Floor
FB2
FB3
FB4
Beam Schedule
Steel Reinforcements
Dimension
400
400
400
400
400
400
400
h, mm
Rebar
Left
Spacing of Stirrups 12mmØ
Mid Span
Right
mmØ
Top
Bottom
Top
Bottom
Top
Bottom
16
5
3
3
5
5
3
16
3
3
3
3
3
3
16
7
5
5
7
7
5
16
6
5
5
6
6
5
16
5
3
3
5
5
3
16
3
4
4
3
3
4
16
8
4
4
8
8
4
16
6
3
3
6
6
3
16
5
3
3
5
5
3
16
4
6
6
4
4
6
500
500
500
500
500
500
500
500
500
500
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
8 @ 110mm, rest @
220mm
8 @ 110mm, rest @
220mm
8 @ 110mm, rest @
220mm
8 @ 110mm, rest @
220mm
8 @ 110mm, rest @
220mm
8 @ 110mm, rest @
220mm
6 @ 110mm, rest @
220mm
6 @ 110mm, rest @
220mm
6 @ 110mm, rest @
220mm
6 @ 110mm, rest @
220mm
34
CE60 – Project 2
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____________________________________________________________________________________________________________
500
6 @ 110mm, rest @
FB5
400
16
6
3
3
6
6
3
220mm
500
6 @ 110mm, rest @
FB6
400
16
6
3
3
6
6
3
220mm
500
6 @ 110mm, rest @
FB7
400
16
3
3
3
3
3
3
220mm
500
4 @ 110mm, rest @
RD1
400
12
3
4
4
3
3
4
220mm
ROOF DECK
500
4 @ 110mm, rest @
RD2
400
12
4
3
3
4
4
3
220mm
4.5.4. Columns
Columns were designed based on the structural design and in accordance with
NSCP 2015. Using the STAAD Program, maximum loads were determined and used in
the manual computation for the design of columns. These computations may be found
in Appendix O. Table 10 presents the column sizes and reinforcement details for each.
TABLE 10: Column Schedule
Mark
Column Schedule
12mm
Flexural
Lateral
bars
Dimensions
Ties
z-axis Rebar
x-axis (m) (m)
(mm) Qty
Top
C1
C1-1
0.3
0.3
0.3
0.3
16mm
16mm
8
8
Middle
Bottom
Qty Spacing Qty Spacing Qty
17
150
10
50
17
17
150
10
50
17
Spacing
150
150
4.5.5. Footings
The footing has a dimension of 1.02mx1.02m and .30mx.30m for the wall
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
35
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
footing, it has a thickness of .30m and .15m respectively. It also has a depth of 1.5m for
the footing and 1.2m for the wall footing. The computations for the design of footings
may be found in Appendix P. The dimensions and reinforcements of these footings are
summarized in TABLE 11.
TABLE 11: Footing Schedule
Dimensions
Mark
Thickness Length
F1
0.30m
1.02m
WF
0.15m
.30m
Reinforcement
Remarks
Rebars
Spacing
Width Depth
Qty
(mmØ)
(mm)
1.02 1.5m
170
Square Isolated
16
16
m
12, 10
12, 2
120, 200
0.30m 1.2m
for temp for temp for temp
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
36
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
4.6. Plumbing Design
From the data gathering, the designers found out that the hydraulic grade line of
the local water supply is inadequate to supply the upper floors of the building so an
overhead water tank was selected to serve 50 persons in fully booked situations of the
resort building. The septic tank was designed with the same number of persons. The
computations for water supply requirements and design of the septic tank can be found in
Appendix R.
4.7. Program of Works and PERT – CPM
The project will last for a rough estimate of 47 weeks. Appendix X shows the
program of works and schedule and PERT – CPM .
4.8. Gantt Chart
A graphical presentation the shows the order of activates and its corresponding
durations until completion of the project at three-hundred thirty-five (335) working days
can be found in Appendix Z.
4.9. Project Cost Estimate
The total estimated cost of the project is twelve million five hundred forty-five thousand
and seven hundred fifty and thirty-five centavos (P 12,545,750.35). Appendix Y presents
the breakdown of the estimate, as well as the computations for material estimates.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
37
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
4.10. S – Curve
A graphical presentation of the project’s cost over time is shown in Appendix AA.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
38
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
CHAPTER V
CONCLUSIONS AND RECOMMENDATIONS
5.1. Conclusions
In conclusion:
1.
The apartelle designes has a lobby, storage area, seven bedrooms for short
term use equipped with its own bathroom. As well as, eight rooms designed
for long term use equipped with its own bathroom, dining room, kitchen,
balcony, and two bedrooms located on the second and third floor. There is
an open area on the roof deck where one water tank is located.
2.
From the calculations done, the slab thickness is 100mm with
reinforcement of 12mm- diameter bars.
3.
The rise and run width of the stairs are 170mm and 270mm, respectively,
with a total horizontal length of 3.52m. The landings have dimensions of
1.2m x 1.2m and a thickness of 270 mm. There are three staircases in every
floor with a total 18, 17, and 17 steps for the first, second, and third
staircase respectively.
4.
The beams and girders have a dimension of 400mm x 500mm which are
reinforced with 16mm- diameter steel bars for flexure and have 10mmdiamete bars for shear reinforcements in all beam sizes.
5.
The columns are tied columns having a dimension of 300mm x 300mm. It
uses 16mm- diameter bars for flexure reinforcement; and 10mm-diameter
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
39
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
bars for lateral ties varying in their arrangement and spacing.
6.
The column footing dimensions is 1.02m x 1.02m and the wall footing has
a width of 150mm and is 300mm thick. The first four footings have 20mmdiameter reinforcing bars. The wall footing utilizes 12mm-diameter bars for
flexure and temperature reinforcements.
7.
The plumbing design of the building has complied with the requirements of
the NSCP and has followed minimum pipe size requirements discussed
by Fajardo, MB. They are all of sufficient size and connected by
appropriate pipe fittings.
8.
The project is estimated to take 335 calendar days to finish and will cost an
estimated amount of twelve million five hundred forty-five thousand seven
hundred fifty pesos (₱ 12, 545, 750.35).
9.
STAAD Pro.v8i was used to double check the structural safety of the
building. This is to ensure that the calculations from the manual
computations coincides with the results of the computer software analysis.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
40
CE60 – Project 2
Department of Civil Engineering
College of Engineering and Design
Silliman University
____________________________________________________________________________________________________________
5.2. Recommendations
The designers recommend:
1. The design should have all the necessary amenities that will satisfy the owner as
well as keep in mind the specifications of NSCP as the design process progresses.
2.
STAAD.Pro.v8i should be used for validation of loadings and bar configurations
for the structural members. The structural members must be designed considering
economical sizes and try using other computer programs in analyzing them.
3. Necessary professionals should be consulted for areas which are not in the civil
engineer’s expertise such as, mechanical, geotechnical engineer, etc.
4. Soil Analysis is encouraged for better data regarding the characteristic of the soil
of the project lot.
5. The pressure of the automatic fire protection system should be tested before it can
be considered.
PROJECT TITLE: A Design of a Three-Storey Apartelle Building in Bais City, Neg. Or.
PREPARED BY: Inoveno, Philip B.; Mariño,Lorena S.; Que, Jacqueline C.; Rendora, Angel May E.
ADVISER: Engr. Tessie A. Cabije, M.Eng. Ph. D
41