National University
SM City Fairview Complex, Quirino Highway cor. Regalado Ave.
Quezon City
School Year 2023-24
First Term
CETHS21D
Capstone Design Project 2 (Drafting)
CE201
Rate
Chapter 1 and Chapter 2 Manuscript
September 30, 2023
Submission Date
Submitted by:
Name
Student No
Date
Submitted to:
Engr. Arnulfo P. Delima
Doc Code
CDP2-D-A
Series
01
CETHS21D
CE201
CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
Table of Contents
Chapter 1: Project Background ............................................................................................. 2
I. Project Description ....................................................................................................... 2
II. Client .............................................................................................................................. 2
III. Project Objectives ......................................................................................................... 3
IV. Project Scope and Limitations .................................................................................... 3
Chapter 2: Design Inputs ....................................................................................................... 3
I. Description of Structure .............................................................................................. 3
II. Architectural Plans ....................................................................................................... 5
III. Structural Plans ............................................................................................................ 9
IV. Review of Related Literature ...................................................................................... 0
V. Design Criteria.............................................................................................................. 1
A.
Design Codes, Standard and Specification ....................................................... 1
B.
Material Properties ............................................................................................... 2
C.
Design Loads ......................................................................................................... 3
D.
Preliminary Member Sizes .................................................................................. 5
E.
Analysis and Design Flowcharts ...................................................................... 12
Chapter 3: Preliminary Design of Structure ...................................................................... 21
I.
General Description of Framing System ................................................................. 21
A.
Floor Framing ...................................................................................................... 21
B.
Lateral Framing System ..................................................................................... 21
C.
Foundation System ............................................................................................. 22
II. Analysis Structure ...................................................................................................... 22
A.
Analysis Input Data ............................................................................................ 22
B.
Analysis Output .................................................................................................. 39
C.
Story Drift ............................................................................................................ 39
III. Preliminary Design of Members .............................................................................. 40
A.
Beams.................................................................................................................... 47
B.
Columns ............................................................................................................... 49
C.
Slabs ...................................................................................................................... 50
D.
Foundation ........................................................................................................... 50
References: ............................................................................................................................. 51
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Chapter 1: Project Background
I.
Project Description
The proposed project, titled "4-Storey Building with 12 Classrooms," is
envisioned as an essential facility aimed at enhancing educational infrastructure in
Guimbal, Iloilo, Philippines. This structure will occupy an area of 304 square meters
and stand at a height of 15.75 meters from the ground. Located on Rizal Street, within
the confines of Brgy. Camangahan, it seeks to address the growing demand for
educational spaces in the region, providing a conducive environment for learning and
development. This project holds the promise of contributing significantly to the
educational landscape of the area, fostering knowledge dissemination, and promoting
community growth.
Actual Photo:
II.
Client
Ms. Evelyn Sambajon is a dedicated and forward-thinking education advocate based
in Guimbal, Iloilo, Philippines. With a strong commitment to providing quality
education to the community, Ms. Sambajon has taken on the role of a community
leader and educator for several years. Her contact information is 09617156599.
Recognizing the growing need for improved educational infrastructure in the region,
Ms. Sambajon has taken the initiative to champion the project involving the
construction of a 4-storey building with 12 classrooms. Her passion for education
and her dedication to the betterment of the community have driven her to spearhead
this endeavor, aiming to create a modern and conducive learning environment for
the local students.
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CAPSTONE DESIGN PROJECT 2
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III. Project Objectives
This project aims to introduce the primary purpose of the project, which is to
analyze the structural design of a four-storey educational building and assess its
stability in comparison to an existing multi-storey structure. The specific objective of
this project is to outline the core goals of the project, which include:




conducting a structural analysis of the four-storey educational building,
conducting a comparative stability assessment, and
recognizing the multifaceted aspects of school design that influence student
performance and
community perception of education, such as ergonomics, anthropometrics,
thermal comfort, illumination, ventilation, acoustics, color, and adherence to
legal standards.
IV. Project Scope and Limitations
Scope:
This project will include Drawing Designs, such as Structural and Architectural
Plans. The study focused on the results of the designed building and when it
conforms to the standard code of NSCP and ASEP.
Exclusion:
Due to the different scope of work, this project will not incorporate Mechanical,
Electrical, Fire-Protection, Plumbing, and Sanitary (MEFPS) and soil analysis reports.
Chapter 2: Design Inputs
I.
Description of Structure
The project is a reinforced concrete-structured school building in Guimbal, Iloilo,
Philippines, measuring 15.75 meters above sea level, 27 meters in length, and 9.5
meters in width. There will be 12 classrooms in this four-story structure, along with
four restrooms per level and a P.W.D. toilet on the ground floor. The ceiling of each
classroom will be finished with gypsum board alongside suspended metal lath and
gypsum plaster, and each classroom will be divided using moveable partitions. The
floor will be finished with 20mm glazed ceramic matte tile for classrooms. Semi-gloss
latex paint will be used to complete the classroom's interior walls. The walls of a
corridor will be painted with semi-gloss latex paint, and the floor will be finished
with a smooth cement finish. The walls of the toilets will be painted in a semi-gloss
latex satin finish with 60x60 polished tiles and plastered ceiling finishes. At the top of
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the building is the roof deck, which will be covered with bituminous smooth surface
waterproofing and topped with a concrete fill finish.
Footings, slabs, beams, columns, and trusses make up the structure of the
building. The footing must be at least 1500mm below the natural grade line unless
the designs specify otherwise. Slabs are divided into two suspended slabs and slabon-grade, specifically slab-on-fill. These slabs will have relatively well-maintained
concrete covers of 20mm and 40mm. The slab uses reinforced 12mm diameter bars.
With stirrups, lap spliced 1/3 on the top bars and 1/5 at the bottom bars, 12 mm
reinforcing bars with a 40 mm concrete cover will be used for beams and girders.
The top and bottom bars of the columns will have reinforcements ranging from 12 to
25 mm in diameter, together with 10 mm seismic tie bars and a 40 mm concrete
cover. Walls will be constructed using 16-6mm diameter vertical bars incorporating
C.H.B. and ceramic blocks.
Overall, the concrete shall develop a minimum compressive strength at the end of 28
days with a maximum size aggregate and slump.
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II.
Architectural Plans
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III.
Structural Plans
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SCHEDULES:
SCHEDULE OF SLAB
Mark
Thickness
Remarks
S-1
100mm+FIN.
Two-way
S-2
100mm+FIN.
Two-way
S-3
100mm+FIN.
One-way
S-4
120mm+FIN.
Two-way
Mark
F-1
CF-1
SCHEDULE OF FOOTINGS (Exposure B and V =270 kPh)
Dimension (mm)
Depth
Remarks
width length thickness from NGL
(D)
(W)
(L)
(t)
3800
3800
500
2600
Square footing
4000
5100
450
2900
Combined footing
Floor Level
Below NGL
SCHEDULE OF FOOTING TIE BEAM (FTB)
Sizes (mm)
Mark
Remarks
B
D
FTB-1
400
600
FTB-1A
400
600
Provide 2-16 mm⌀ Web
Bars
FTB-2
400
600
FTB-2A
400
600
SCHEDULE OF BEAMS AND
GIRDERS
Sizes (mm)
Floor
Mark
Level
B
D
Ground
G-1
400
600
Floor Level G-1A
400
600
G-1B
400
600
G-1C
400
600
G-2
250
400
G-3
400
500
Second
Floor Plan
G-1
G-1A
G-1B
G-1C
400
400
400
400
600
600
600
600
Title
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G-2
G-3
B-1
B-2
CB-1
250
400
250
250
250
400
500
400
400
400
Third Floor
Plan
G-1
G-1A
G-1B
G-1C
G-2
G-3
B-1
400
400
400
400
250
400
250
600
600
600
600
400
500
400
Fourth
Floor Plan
G-1
G-1A
400
400
600
600
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IV.
Review of Related Literature
Local
A proposed study was conducted by Lambino et al. (2019). The study aims to
offer structural and architectural excluding mechanical, electrical, fireproofing,
plumbing, and sanitary to design for a four-story high school building in LPU,
Laguna using Leadership in Energy and Environmental Design (LEED) 2009 for
Schools’ New Constructions and Major Renovations Requirements. The study
applied developmental study, covering structural, architectural, and analysis. To
gain permission for the study, they visited LPU Laguna administrators and
consulted their course adviser. Based on the architectural plan and physical
characteristics, loads were identified. All data were analyzed using Staad. Pro and
Staad RCDC. The structure was designed to compromise the requirements of the
National Building Code of The Philippines (NBCP) and the National Structural Code
of the Philippines 2015. The cost and benefits of applying LEED in conventional
building construction were proposed.
The construction will prioritize structural safety and environmental sustainability
while maintaining a budget-friendly approach. It will adhere to LEED standards,
focusing on aspects like water conservation and energy efficiency. The estimated
project cost is approximately Php 168,387,582.64, with a projected construction
duration of 160 days.
Foreign
A study by Masi and Chiauzzi (2013) examined a 40cm x 62cm beam member
after demolishing an RC school building in Tuscany, Italy. Using American
Standards, non-destructive and destructive tests were conducted. Tests were done in
several uniformly distributed points along the beam, with a reference grid drawn
along the four sides to ensure correct identification. The surface of the beam was
prepared following international standards, and a survey was conducted to locate
longitudinal and traverse reinforcing bars. The rebound test involved twelve
readings inside each grid cell, and ultrasonic tests were conducted by direct and
indirect transmission on the same cells using standard 54 kHz frequency
transducers. Lastly, cores were extracted along the beam, mainly from the lateral
sides.
The study confirms that a combination of cores and NDT is the best solution. The
results emphasize the importance of carefully selecting measurement points within
structural members, considering damage/cracking, lowest stresses, and casting and
CETHS21D
CE201
CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
aging effects. For damage and cracking, surface velocity measurements are
recommended before drilling.
The study of Ruggieri et al. (2020) shows that the prioritization RVS methodology
involves a systematic assessment of RC school buildings, considering various factors
such as structural deficiencies, age, location, and occupancy. The methodology
assigns prioritization scores to each facility based on its vulnerability and expected
performance during seismic events. Buildings are then ranked based on these scores,
highlighting the most critical structures requiring immediate attention. The results of
applying a prioritization methodology for the seismic risk assessment of RC school
buildings would provide valuable insights into the vulnerability of these structures
and guide decision-making and resource allocation for mitigation efforts. These
high-risk buildings would be categorized into vulnerability levels, allowing for a
clear understanding of their relative importance and urgency for intervention. Based
on these scores, the buildings would be ranked, highlighting the most critical
structures that require immediate attention and resources for retrofitting or other
mitigation measures.
These recommendations include guidelines and engineering solutions such as
strengthening techniques, structural upgrades, and reinforcement of non-structural
elements. The results of the prioritization methodology would provide decisionmakers with a comprehensive understanding of the seismic vulnerability of RC
school buildings, enabling them to allocate limited resources effectively and enhance
the safety and resilience of these structures.
V.
Design Criteria
A. Design Codes, Standard and Specification
The design and specifications must comply to the requirements established by
following, without being restricted to them:
-
-
-
National Building Code of the Philippines (NBCP)
ACI Committee 318, “American Concrete Institute (ACI 318-02) Building
Code Requirement for Reinforced Concrete, 2002,”
Association of Structural Engineers of the Philippines, “National Structural
Code of the Philippines C101-15, Vol. 1, 7th Ed,” Association of Structural
Engineers of the Philippines, Inc., 2015
Association of Structural Engineers of the Philippines, “ASEP Earthquake
Design Manual M301-03, Vol. 1 Code Provisions for Lateral Forces, 1st Ed.,”
Association of Structural Engineers of the Philippines, Inc. 2001
Fire Code of the Philippines (PD 1185)
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-
Accessibility Law (BP 344)
Revised National Plumbing Code of the Philippines (RA 1378)
The Building Project must be constructed in conformity with the NSCP and must be
classified as “Essential Facilities” based on the nature of their intended use. The
structure must be built to withstand earthquakes for Seismic Zone 4 with a matching
Seismic Zone Factor of 0.4, unless otherwise stated in the NSCP.
The walls and roofs of the educational building must be built to withstand a
minimum Basic Wind Speed of 250 kph (as stated in Section 207 of the NSCP). Due
to the significant damage that the southwest monsoon – habagat, the northeast
monsoon – amihan, as well as the easterly winds, may do to roofing, walls, and
fenestrations, these impacts must be taken into account throughout the year. Based
on the NSCP, a Wind Importance Factor (WIF) of 1.15 shall be applied.
B. Material Properties
1. Concrete
Concrete Compressive Strength @ 28 days:
a. Footings, Columns, Beams and Slabs f’c = 27.6 MPa (4,000 psi)
b. Slab on Fill
f’c = 17.5 MPa (2,500 psi)
c. Slab
f’c = 27.6 MPa (4,000 psi)
2. Reinforcing bars
For Bars 16mm and greater
fy = 414 MPa (60,000 psi)
(Intermediate Grade Deformed Bar)
For Bars Less Than 16mm
fy = 275 MPa (40,000 psi)
(Structural Grade Deformed Bar)
3. Masonry
Non-Loading Bearing CHB Walls
fm’ = 3.45 MPa (500 psi)
4. Structural Steel
Reinforcing Steel (Deformed)
Reinforcing Steel (Deformed)
Grade 60
Grade 40
Trusses, Bracings, & Struts
Purlins (Cold Formed Light)
Welds
Bolts (ASTM-A307)
fy = 248 MPa (36,000 psi)
fy = 248 MPa (36,000 psi)
E – 60XX Electrode
Ft = 96.6 mPa (14,000 psi)
Fv = 69.00 mPa (10,000 psi)
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C. Design Loads
1. Dead Loads
Concrete
Steel
CHB Wall (100 mm thk)
CHB Wall (150 mm thk)
Topping 25thk
Plastering
Partition
Stairs
Floor Finish
Ceiling Finish
Waterproofing:
Bituminous Smooth
Surface
23.56
76.93
2.11
2.73
0.60
0.24
1
3
1
0.56
0.07
2. Live Loads
Roof Live Load
Classrooms
Toilets
Corridors above, Stairs
Corridors on ground
Library
Roof Deck
0.75
1.90
1.90
3.80
4.80
6.00
1.90
kN/m
kN/m
kPa
kPa
kPa
kPa
kPa
kPa
kPa kPa
kPa
kPa
kPa
kPa
kPa
kPa
kPa
kPa
3. Seismic Loads
Design Base Shear
The total design base shear in a given direction shall be determined by the following
equation:
𝐶𝑣 𝐼
(𝑊)
𝑉=
𝑅𝑇
The total design base shear need not exceed (maximum) the following:
2.5𝐶𝑎 𝐼
(𝑊)
𝑉=
𝑅
The total design base shear shall not be less than (minimum) the following:
𝑉 = 0.11𝐶𝑎 𝐼𝑊
In addition, for Seismic Zone 4, the total base shear shall also not be less than
following:
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𝑉=
0.8𝑁𝑣 𝐼
𝑅
(𝑊)
Where:
W = Total Dead Load
T = Natural Period = Ct(h)
Where:
I Importance Factor
R Numerical Factor
Cv Seismic Coefficient (velocity)
Ca Seismic Coefficient (acceleration)
Nv Near Source Factor for Cv (5 km)
Na Near Source Factor for Ca
Z Seismic Zone – Zone 4
S Soil Type
C = Numerical Coefficient
h = Building Height
= 1.50
= 8.50
= 0.44 Nv
= 0.64 Nv
= 1.6
= 1.2
= 0.40
=D
4. Wind Load
Building Category = 1 (Essential Facilities)
D (Flat unobstructed areas and/or near
Exposure Category
bodies of water)
Wind Velocity
V = 270 KPH
P = qh [(GCpf)-(GCpi)]
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Low rise buildings – Main wind-force
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Where:
resisting system
qh = Velocity Pressure (kPa)
GCpf = External Pressure Coefficient
GCpi = Internal Pressure Coefficient
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Rizal Street, Brgy.
Camangahan,
Guimbal, Iloilo,
Philippines
5. Load Combinations
a. Drift Check
In lieu of basic load combinations specified in allowable stress design,
structures and all portions thereof shall resist the most critical effects from the
following combinations. When using these alternate basic load combinations, a onethird increase shall be permitted in allowable stresses for all combinations, including
W or E.
1.40(𝐷 + 𝐹)
1.2(𝐷 + 𝐹 + 𝑇) + 1.6(𝐿 + 𝐻)
+0.5(𝐿𝑟 𝑜𝑟 𝑅)
1.2𝐷 + 1.6(𝐿𝑟 𝑜𝑟 𝑅) + (𝑓1 𝐿 𝑜𝑟 0.5𝑊)
1.2𝐷 + 1.0𝑊 + 𝑓1 𝐿 + 0.5(𝐿𝑟 𝑜𝑟 𝑅)
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1.2𝐷 + 1.0𝐸 + 𝑓1 𝐿
0.9𝐷 + 1.0𝑊 + 1.6𝐻
0.9𝐷 + 1.0𝐸 + 1.6𝐻
𝐷 + 𝐻 + 𝐹 + 0.75 [𝐿 + 𝐿𝑟 + (0.6𝑊 𝑜𝑟
𝐸
)]
1.4
0.6𝐷 + 0.6𝑊 + 𝐻
𝐸
0.6𝐷 +
+𝐻
1.4
𝐷 + 𝐿 + (𝐿𝑟 𝑜𝑟 𝑅)
𝐷 + 𝐿 + 0.6𝑊
𝐸
𝐷+𝐿+
1.4
b. Strength Design or LRFD Combinations
Where Load and Resistance Factor Design (Strength Design) is use, structures and all
portions thereof shall resist the most critical effects from the following combinations
or factored loads:
1.40(𝐷 + 𝐹)
1.2(𝐷 + 𝐹 + 𝑇) + 1.6(𝐿 + 𝐻)
+0.5(𝐿𝑟 𝑜𝑟 𝑅)
1.2𝐷 + 1.6(𝐿𝑟 𝑜𝑟 𝑅) + (𝑓1 𝐿 𝑜𝑟 0.5𝑊)
1.2𝐷 + 1.0𝑊 + 𝑓1 𝐿 + 0.5(𝐿𝑟 𝑜𝑟 𝑅)
1.2𝐷 + 1.0𝐸 + 𝑓1 𝐿
0.9𝐷 + 1.0𝑊 + 1.6𝐻
0.9𝐷 + 1.0𝐸 + 1.6𝐻
Where:
𝑓1 = 1.0 for floors in places of public assembly, for live loads in excess of 4.8
kPa, and for garage live load, or
= 0.5 for other live load
c. Allowable Stress Design Combinations
Where allowable stress design (working stress design) is used, structures and all
portions thereof shall resist the most critical effects from the following combinations:
𝐷+𝐹
𝐷+𝐻+𝐹+𝐿+𝑇
𝐷 + 𝐻 + 𝐹 + (𝐿𝑟 𝑜𝑟 𝑅)
𝐷 + 𝐻 + 𝐹 + 0.75[𝐿 + 𝑇 + (𝐿𝑟 𝑜𝑟 𝑅)]
𝐸
𝐷 + 𝐻 + 𝐹 + (0.6𝑊 𝑜𝑟
)
1.4
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No increase in allowable stresses shall be used with these load combinations except
as specified by Section 203.4.2 of NSCP-C101-10, Alternate Basic Load Combinations.
d.
Earthquake Loads
Structures shall be designed for ground motion producing structural response and
seismic forces in any horizontal direction. The following earthquake loads shall be
used in the load combinations set forth in Section 203.
E = pEh + Ev
Em = Ω0Eh
Where:
o
o
o
o
o
o
E = the earthquake load on an element of the structure resulting from the
combination of the horizontal component, Eh and the vertical component, Ev.
Eh = the earthquake load due to the base shear, V, as set forth in Section 208.5.2 or the
design lateral force, Fp, as set forth in Section 208.9
Em = the estimated maximum earthquake force that can be developed in the structure
as set forth in Section 208.6. 1, and used in the design of specific elements of the
structure, as specifically identified in this section
Ev = the load effect resulting from the vertical component of the earthquake ground
motion and is equal to an addition of 0.5Ca,ID to the dead load effect, D, for Strength
Design, and may be taken as zero for Allowable Stress Design
Ω0 = the seismic force amplification factor that is required to account for structural
overstrength, as set forth in Section 208.4.10.1
P = Reliability/Redundancy Factor as given by the following equation:
p=2-
o
6.1
𝑇 max
√𝐴𝑔
where
 Tmax = the maximum element-storey shear ratio. For a given direction of loading, the
element-storey shear ratio is the ratio of the design storey shear in the most heavily
loaded single element divided by the total design storey shear.
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
D. Preliminary Member Sizes
1. Beams
Adopt width of beam, b = 250 mm (beam) or 300 mm (girder), then overall depth h
may be taken as:
For all girders:
h = h/21 as the girder is framed to columns,
h = 5750/21 = 273.810 mm say 550 mm say 300 x 550
For all beams:
h = l/16 as the beam is simply supported on girders,
h = 5750/16 = 359.375 mm say 500 mm say 250 x 500
Given the gravity loadings at the short span and long span of Girders, check if the
assumed depth of girder and beam is adequate:
Short span:
DL = 12.294 KPA
LL = 3.60 KP
Long span:
DL = 15.424 KPA
LL = 4.296 KPA
Using Load Combination:
Short Span (1.2)(12.294) + (1.6) (3.60) = 20.513KN/m
Long Span (1.2) (15.424) + (1.6) (4.296) = 25.382KN/m
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Term 1-2023-24
Based from Table 406.5.2 of our Code, the Moments would be the following:
Positive Moment:
a. Discontinuous End Integral with Support: wl2/14
b. Interior Span: w2/16
Negative Moment:
c. Interior Face of Exterior Support: w,1,2/16
d. Exterior Face of First Interior Support (More than 2 Spans) = w,1,2/10
Determining the effective depth "d":
Mu = f'cbd^2w (1-0.59w)
67.821x10^6 = (0.9) (28) (300) (d) 2 (0.04995) (1-0.59) (0.04995))
p = 0.00333
w = 0.04995
d = 430.178mm
h = d + (main bar / 2) + stirrups + concrete cover
h = 430.178 + 10+ 10+50
h = 500.178mm
say 550mm
Thus, our assumption is adequate for strength
p = 1.4/fy
w = pfy/fc
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2. Columns
For column member sizing, the principle of tributary influence area may be adopted.
However, this rule is fundamentally based on pure axial strength of column as set
forth in Section 422.4.
To account for the flexural strength of column, a modifier ranging from 3.0 to 4.0
may be applied as a practical rule. These modifiers are considered arbitrary
depending on the complexity and magnitude of the building structure.
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Consider the column at Grids D & 2 in the plan, presumed as the heavily loaded as
far as framing plan is concerned, estimate the loads on this column using tributary
area method.
Af= (5.75+5.75/2) * (5.75+5.75/2) = 33.063 m2
@ 4th floor
SDL = 5.616 KPa
Slab weight 3.0 KPa
Live Load = 2.4 KPa
@3rd floor
SDL = 5.616 KPa
Slab weight = 3.0 KPa
Live Load = 2.4 KPa
@ 2nd floor
SDL = 5.616 KPa
Slab weight = 3.0 KPa
Live Load = 2.4 KPa
Section 410.6.1.1
For non-prestressed columns and for prestressed columns with average fpe <
1.6MPa, area of longitudinal reinforcement shall be at least 0.01Ag but shall not
exceed 0.08Ag
On column, as if axially-loaded:
PD = 40.66 kPa
PL 10.60 kPa
Pfactored = [1.2(40.66) + 1.6(10.60)] 33.063=2173.958 KN
Punfactored = 51.26 33.0631694.809 KN
Assume steel ratio pg = 2.5%, then
Ast = 0.025Ag
Section 410.7.3.1
Fornon-prestressed columns and for prestressed columns with average fpe < 1.6MPa,
the minimum number of longitudinal bars shall be:
a. Three within triangularties
b. Four within rectangular or circular ties
c. Six endosed by spirals of for columns of special moment frames endosed by
circular hoops.
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
Using the Eq. 422.4.2.2 and Table 422.4.2.1 for tied column section:
P=0.8Po: P=0.8[0.85f' (Ag-Ast) + fyAst
P=OPn; = 0.80 for axial force on tied column per Table 421.2.1
Substituting values and solve for Ag:
2173.958(1000)/0.80.80.85(28) 4, -0.0254) + 420(0.025)4]
Ag=80624.462m2
To account for flexure,
revise Ag = 3.0(80624.462) = 241873.387 m2
If b = 500, then h = 241873.387/500 = 483.747
say 500 mm
thus our minimum column size is 500mm x 500mm
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
3. Slabs
For slab thickness sizing, Table 407.3.1.1 may be adopted for one-way slab; whereas,
Section 408.3.1 and Tables 408.3.1.1 and 408.3.1.2 may be adopted for two-way slab
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As a rule of thumb, the minimum thickness of slab h may be taken as:
h = perimeter/180 ≥ 100 mm,
h = 2*(4500+5750)/180 = 113.889 > 100 mm;
say h = 125 mm
The following shall be the assumed sizes for every structural members:
a.
b.
c.
d.
Suspended Slab = 125mm
Girders = 300mm x 550mm
Beams = 250mm x 500mm
Columns = 500mm x 500mm
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
E. Analysis and Design Flowcharts
1. Analysis Flowchart
a. Gravity Load
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b. Seismic Analysis
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CAPSTONE DESIGN PROJECT 2
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c. Wind Load Analysis
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CAPSTONE DESIGN PROJECT 2
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d. Foundation
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2. Design Flowchart
a. Beams
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CAPSTONE DESIGN PROJECT 2
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b. Columns
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CAPSTONE DESIGN PROJECT 2
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c. Slabs
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CAPSTONE DESIGN PROJECT 2
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d. Walls
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
e. Foundation
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
Chapter 3: Preliminary Design of Structure
I.
General Description of Framing System
A. Floor Framing
The floor framing system is a plan view of the layout of girders, beams,
columns, and slabs. It consists of one-way and two-way slabs. Beams and
girders are positioned to span between columns, distributing the loads from
above. Columns are placed to transfer these loads to the foundation.
B. Lateral Framing System
The Lateral Framing System of this building is a moment-resisting frame
or MRF. It is a structural design approach to provide resistance against lateral
forces such as wind, seismic activity, or other loads that can cause horizontal
movement.
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
C. Foundation System
The foundation system consists of square and combined footing to
support the structural load of a building. This system is designed to distribute
the weight of the structure evenly to the underlying soil or bedrock, ensuring
stability, safety, and longevity.
II.
Analysis Structure
A. Analysis Input Data
1. Structure Data
1st Floor Node and Beam Number
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
2nd Floor Node and Beam Number
3rd Floor Node and Beam Number
4th Floor Node and Beam Number
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
Roof Deck Node and Beam Number
1st Floor Node and Column Number
Title
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
2nd Floor Node and Column Number
3rd Floor Node and Column Number
Title
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
4th Floor Node and Column Number
Roof Node and Column Number
2. Input File
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-Oct-23
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
JOB NAME 4 STOREY CAPSTONE DESIGN PROJECT
DESIGN ENGINEER NAME Beltran
CHECKER NAME ARNULFO DELIMA
APPROVED NAME GROUP 5
JOB CLIENT ENGR. ARNULFO DELIMA
JOB NO 2023-2024
JOB REV 000-2
JOB PART Design Project
JOB REF 4th year Capstone 2 Project
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 4.50001 0 0; 3 9.00002 0 0; 4 13.5 0 0; 5 18 0 0; 6 22.5 0 0;
7 27.0001 0 0; 8 32.0001 0 0; 9 0 0 7.00001; 10 4.50001 0 7.00001;
11 9.00002 0 7.00001; 12 13.5 0 7.00001; 13 18 0 7.00001; 14 22.5 0 7.00001;
15 27.0001 0 7.00001; 16 32.0001 0 7.00001; 17 0 0 9.50002;
18 4.50001 0 9.50002; 19 9.00002 0 9.50002; 20 13.5 0 9.50002; 21 18 0 9.50002;
22 22.5 0 9.50002; 23 27.0001 0 9.50002; 24 32.0001 0 9.50002; 25 0 2 0;
26 4.50001 2 0; 27 9.00002 2 0; 28 13.5 2 0; 29 18 2 0; 30 22.5 2 0;
31 27.0001 2 0; 32 32.0001 2 0; 33 0 2 7.00001; 34 4.50001 2 7.00001;
35 9.00002 2 7.00001; 36 13.5 2 7.00001; 37 18 2 7.00001; 38 22.5 2 7.00001;
39 27.0001 2 7.00001; 40 32.0001 2 7.00001; 41 0 2 9.50002;
42 4.50001 2 9.50002; 43 9.00002 2 9.50002; 44 13.5 2 9.50002; 45 18 2 9.50002;
46 22.5 2 9.50002; 47 27.0001 2 9.50002; 48 32.0001 2 9.50002; 49 0 5.15001 0;
50 4.50001 5.15001 0; 51 9.00002 5.15001 0; 52 13.5 5.15001 0; 53 18 5.15001 0;
Title
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
54 22.5 5.15001 0; 55 27.0001 5.15001 0; 56 32.0001 5.15001 0;
57 0 5.15001 7.00001; 58 4.50001 5.15001 7.00001; 59 9.00002 5.15001 7.00001;
60 13.5 5.15001 7.00001; 61 18 5.15001 7.00001; 62 22.5 5.15001 7.00001;
63 27.0001 5.15001 7.00001; 64 32.0001 5.15001 7.00001; 65 0 5.15001 9.50002;
66 4.50001 5.15001 9.50002; 67 9.00002 5.15001 9.50002;
68 13.5 5.15001 9.50002; 69 18 5.15001 9.50002; 70 22.5 5.15001 9.50002;
71 27.0001 5.15001 9.50002; 72 32.0001 5.15001 9.50002;
73 32.0001 5.15001 3.15; 74 27.0001 5.15001 3.15; 75 28.5751 5.15001 7.00001;
76 28.5751 5.15001 3.15; 77 13.5 5.15001 3.50001; 78 18 5.15001 3.50001;
79 9.00002 5.15001 3.50001; 80 22.5 5.15001 3.50001; 81 27.0001 5.15001 3.5;
82 0 5.15001 3.50001; 83 4.50001 5.15001 3.50001; 84 0 8.30002 0;
85 4.50001 8.30002 0; 86 9.00002 8.30002 0; 87 13.5 8.30002 0; 88 18 8.30002 0;
89 22.5 8.30002 0; 90 27.0001 8.30002 0; 91 32.0001 8.30002 0;
92 0 8.30002 7.00001; 93 4.50001 8.30002 7.00001; 94 9.00002 8.30002 7.00001;
95 13.5 8.30002 7.00001; 96 18 8.30002 7.00001; 97 22.5 8.30002 7.00001;
98 27.0001 8.30002 7.00001; 99 32.0001 8.30002 7.00001; 100 0 8.30002 9.50002;
101 4.50001 8.30002 9.50002; 102 9.00002 8.30002 9.50002;
103 13.5 8.30002 9.50002; 104 18 8.30002 9.50002; 105 22.5 8.30002 9.50002;
106 27.0001 8.30002 9.50002; 107 32.0001 8.30002 9.50002;
108 32.0001 8.30002 3.15; 109 27.0001 8.30002 3.15;
110 28.5751 8.30002 7.00001; 111 28.5751 8.30002 3.15;
112 13.5 8.30002 3.50001; 113 18 8.30002 3.50001; 114 9.00002 8.30002 3.50001;
115 22.5 8.30002 3.50001; 116 27.0001 8.30002 3.5; 117 0 8.30002 3.50001;
118 4.50001 8.30002 3.50001; 119 0 11.45 0; 120 4.50001 11.45 0;
121 9.00002 11.45 0; 122 13.5 11.45 0; 123 18 11.45 0; 124 22.5 11.45 0;
125 27.0001 11.45 0; 126 32.0001 11.45 0; 127 0 11.45 7.00001;
Title
Capstone Manuscript Chapter 1 and 2
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CDP2-D-A-01
Page
Submitted by:
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Date
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
128 4.50001 11.45 7.00001; 129 9.00002 11.45 7.00001; 130 13.5 11.45 7.00001;
131 18 11.45 7.00001; 132 22.5 11.45 7.00001; 133 27.0001 11.45 7.00001;
134 32.0001 11.45 7.00001; 135 0 11.45 9.50002; 136 4.50001 11.45 9.50002;
137 9.00002 11.45 9.50002; 138 13.5 11.45 9.50002; 139 18 11.45 9.50002;
140 22.5 11.45 9.50002; 141 27.0001 11.45 9.50002; 142 32.0001 11.45 9.50002;
143 32.0001 11.45 3.15; 144 27.0001 11.45 3.15; 145 28.5751 11.45 7.00001;
146 28.5751 11.45 3.15; 147 13.5 11.45 3.50001; 148 18 11.45 3.50001;
149 9.00002 11.45 3.50001; 150 22.5 11.45 3.50001; 151 27.0001 11.45 3.5;
152 0 11.45 3.50001; 153 4.50001 11.45 3.50001; 154 0 14.6 0;
155 4.50001 14.6 0; 156 9.00002 14.6 0; 157 13.5 14.6 0; 158 18 14.6 0;
159 22.5 14.6 0; 160 27.0001 14.6 0; 161 32.0001 14.6 0; 162 0 14.6 7.00001;
163 4.50001 14.6 7.00001; 164 9.00002 14.6 7.00001; 165 13.5 14.6 7.00001;
166 18 14.6 7.00001; 167 22.5 14.6 7.00001; 168 27.0001 14.6 7.00001;
169 32.0001 14.6 7.00001; 170 0 14.6 9.50002; 171 4.50001 14.6 9.50002;
172 9.00002 14.6 9.50002; 173 13.5 14.6 9.50002; 174 18 14.6 9.50002;
175 22.5 14.6 9.50002; 176 27.0001 14.6 9.50002; 177 32.0001 14.6 9.50002;
178 32.0001 14.6 3.15; 179 27.0001 14.6 3.15; 180 0 14.6 -1;
181 4.50001 14.6 -1; 182 9.00002 14.6 -1; 183 13.5 14.6 -1; 184 18 14.6 -1;
185 22.5 14.6 -1; 186 27.0001 14.6 -1; 187 32.0001 14.6 -1; 188 0 14.6 10.5;
189 4.50001 14.6 10.5; 190 9.00002 14.6 10.5; 191 13.5 14.6 10.5;
192 18 14.6 10.5; 193 22.5 14.6 10.5; 194 27.0001 14.6 10.5;
195 32.0001 14.6 10.5;
MEMBER INCIDENCES
1 1 25; 2 2 26; 3 3 27; 4 4 28; 5 5 29; 6 6 30; 7 7 31; 8 8 32; 9 9 33;
10 10 34; 11 11 35; 12 12 36; 13 13 37; 14 14 38; 15 15 39; 16 16 40; 17 17 41;
18 18 42; 19 19 43; 20 20 44; 21 21 45; 22 22 46; 23 23 47; 24 24 48; 25 25 26;
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
26 26 27; 27 27 28; 28 28 29; 29 29 30; 30 30 31; 31 31 32; 32 32 40; 33 25 33;
34 33 41; 35 41 42; 36 42 43; 37 43 44; 38 44 45; 39 45 46; 40 46 47; 41 47 48;
42 40 48; 43 33 34; 44 34 35; 45 35 36; 46 36 37; 47 37 38; 48 38 39; 49 39 40;
50 26 34; 51 34 42; 52 27 35; 53 35 43; 54 28 36; 55 36 44; 56 29 37; 57 37 45;
58 30 38; 59 38 46; 60 31 39; 61 39 47; 62 25 49; 63 26 50; 64 27 51; 65 28 52;
66 29 53; 67 30 54; 68 31 55; 69 32 56; 70 33 57; 71 34 58; 72 35 59; 73 36 60;
74 37 61; 75 38 62; 76 39 63; 77 40 64; 78 41 65; 79 42 66; 80 43 67; 81 44 68;
82 45 69; 83 46 70; 84 47 71; 85 48 72; 86 49 50; 87 50 51; 88 51 52; 89 52 53;
90 53 54; 91 54 55; 92 55 56; 93 56 73; 94 49 82; 95 57 65; 96 65 66; 97 66 67;
98 67 68; 99 68 69; 100 69 70; 101 70 71; 102 71 72; 103 64 72; 104 57 58;
105 58 59; 106 59 60; 107 60 61; 108 61 62; 109 62 63; 110 63 75; 111 50 83;
112 58 66; 113 51 79; 114 59 67; 115 52 77; 116 60 68; 117 53 78; 118 61 69;
119 54 80; 120 62 70; 121 55 74; 122 63 71; 123 73 64; 124 74 81; 125 74 76;
126 75 64; 127 76 73; 128 75 76; 129 77 60; 130 78 61; 131 77 78; 132 79 59;
133 80 62; 134 81 63; 135 80 81; 136 78 80; 137 77 79; 138 82 57; 139 83 58;
140 79 83; 141 82 83; 142 49 84; 143 50 85; 144 51 86; 145 52 87; 146 53 88;
147 54 89; 148 55 90; 149 56 91; 150 57 92; 151 58 93; 152 59 94; 153 60 95;
154 61 96; 155 62 97; 156 63 98; 157 64 99; 158 65 100; 159 66 101; 160 67 102;
161 68 103; 162 69 104; 163 70 105; 164 71 106; 165 72 107; 177 84 85;
178 85 86; 179 86 87; 180 87 88; 181 88 89; 182 89 90; 183 90 91; 184 91 108;
185 84 117; 186 92 100; 187 100 101; 188 101 102; 189 102 103; 190 103 104;
191 104 105; 192 105 106; 193 106 107; 194 99 107; 195 92 93; 196 93 94;
197 94 95; 198 95 96; 199 96 97; 200 97 98; 201 98 110; 202 85 118; 203 93 101;
204 86 114; 205 94 102; 206 87 112; 207 95 103; 208 88 113; 209 96 104;
210 89 115; 211 97 105; 212 90 109; 213 98 106; 214 108 99; 215 109 116;
216 109 111; 217 110 99; 218 111 108; 219 110 111; 220 112 95; 221 113 96;
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222 112 113; 223 114 94; 224 115 97; 225 116 98; 226 115 116; 227 113 115;
228 112 114; 229 117 92; 230 118 93; 231 114 118; 232 117 118; 233 84 119;
234 85 120; 235 86 121; 236 87 122; 237 88 123; 238 89 124; 239 90 125;
240 91 126; 241 92 127; 242 93 128; 243 94 129; 244 95 130; 245 96 131;
246 97 132; 247 98 133; 248 99 134; 249 100 135; 250 101 136; 251 102 137;
252 103 138; 253 104 139; 254 105 140; 255 106 141; 256 107 142; 268 119 120;
269 120 121; 270 121 122; 271 122 123; 272 123 124; 273 124 125; 274 125 126;
275 126 143; 276 119 152; 277 127 135; 278 135 136; 279 136 137; 280 137 138;
281 138 139; 282 139 140; 283 140 141; 284 141 142; 285 134 142; 286 127 128;
287 128 129; 288 129 130; 289 130 131; 290 131 132; 291 132 133; 292 133 145;
293 120 153; 294 128 136; 295 121 149; 296 129 137; 297 122 147; 298 130 138;
299 123 148; 300 131 139; 301 124 150; 302 132 140; 303 125 144; 304 133 141;
305 143 134; 306 144 151; 307 144 146; 308 145 134; 309 146 143; 310 145 146;
311 147 130; 312 148 131; 313 147 148; 314 149 129; 315 150 132; 316 151 133;
317 150 151; 318 148 150; 319 147 149; 320 152 127; 321 153 128; 322 149 153;
323 152 153; 324 119 154; 325 120 155; 326 121 156; 327 122 157; 328 123 158;
329 124 159; 330 125 160; 331 126 161; 332 127 162; 333 128 163; 334 129 164;
335 130 165; 336 131 166; 337 132 167; 338 133 168; 339 134 169; 340 135 170;
341 136 171; 342 137 172; 343 138 173; 344 139 174; 345 140 175; 346 141 176;
347 142 177; 359 154 155; 360 155 156; 361 156 157; 362 157 158; 363 158 159;
364 159 160; 365 160 161; 366 161 178; 367 154 162; 368 162 170; 369 170 171;
370 171 172; 371 172 173; 372 173 174; 373 174 175; 374 175 176; 375 176 177;
376 169 177; 377 162 163; 378 163 164; 379 164 165; 380 165 166; 381 166 167;
382 167 168; 383 168 169; 384 155 163; 385 163 171; 386 156 164; 387 164 172;
388 157 165; 389 165 173; 390 158 166; 391 166 174; 392 159 167; 393 167 175;
394 160 179; 395 168 176; 396 178 169; 397 179 168; 398 179 178; 399 154 180;
Title
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
400 155 181; 401 156 182; 402 157 183; 403 158 184; 404 159 185; 405 160 186;
406 161 187; 407 170 188; 408 171 189; 409 172 190; 410 173 191; 411 174 192;
412 175 193; 413 176 194; 414 177 195; 415 180 181; 416 181 182; 417 182 183;
418 183 184; 419 184 185; 420 185 186; 421 186 187; 422 188 189; 423 189 190;
424 190 191; 425 191 192; 426 192 193; 427 193 194; 428 194 195;
START GROUP DEFINITION
FLOOR
_ROOM_2WAY 86 TO 91 94 104 TO 109 111 113 115 117 119 121 124 129 TO 141 177 178 TO 182 185 195 TO 200 202 204 206 208 210 212 215 220 TO 232 268 TO 273 276 286 TO 291 293 295 297 299 301 303 306 311 TO 323
_CR_2WAY 92 93 121 125 127 183 184 212 216 218 274 275 303 307 309
_CORR_2WAY 95 TO 110 112 114 116 118 120 122 124 TO 126 128 134 186 TO 201 203 205 207 209 211 213 215 TO 217 219 225 277 TO 292 294 296 298 300 302 304 306 TO 308 310 316
_RB_2WAY 359 TO 398
_RB_1WAY 359 TO 365 369 TO 375 399 TO 428
_RDECK 365 366 394 398
GEOMETRY
_COLUMN 1 TO 24 62 TO 85 114 142 TO 165 233 TO 256 324 TO 347
_BEAMS 25 TO 61 86 TO 141 177 TO 232 268 TO 323 359 TO 428
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17184e+007
POISSON 0.17
DENSITY 23.5615
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
ALPHA 5.5e-006
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 24 62 TO 85 142 TO 165 PRIS YD 0.6 ZD 0.6
233 TO 256 324 TO 347 PRIS YD 0.5 ZD 0.5
32 TO 34 42 50 52 54 56 58 60 93 TO 95 103 111 113 115 117 119 121 123 124 129 130 132 TO 134 138 139 184 TO 186 194 202 204 206 208 210 212 214 215 220 221 223 TO 225 229 230 275 TO 277 285 293 295 297 299 301 303 305 306 311 312 314 TO 316 320 321 366 TO 368 376 394 TO 397 PRIS YD 0.6 ZD 0.4
25 TO 31 35 TO 41 43 TO 49 51 53 55 57 59 61 86 TO 92 96 TO 102 104 TO 109 112 114 116 118 120 122 126 131 135 TO 137 140 141 177 TO 183 187 TO 193 195 TO 200 203 205 207 209 211 213 217 222 226 TO 228 231 232 268 TO 274 278 TO 284 286 TO 291 294 296 298 300 302 304 308 313 317 TO 319 322 323 359 TO 365 369 TO 375 377 TO 393 398 PRIS YD 0.4 ZD 0.3
110 125 127 128 201 216 218 219 292 307 309 310 PRIS YD 0.4 ZD 0.25
399 TO 428 PRIS YD 0.3 ZD 0.25
CONSTANTS
MATERIAL CONCRETE ALL
MEMBER RELEASE
128 131 135 TO 137 140 141 219 222 226 TO 228 231 232 310 313 317 TO 319 322 323 398 415 TO 428 START MP 0.99
128 131 135 TO 137 140 141 219 222 226 TO 228 231 232 310 313 317 TO 319 322 323 398 415 TO 428 END MP 0.99
SUPPORTS
1 TO 24 FIXED
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y 1
FLOOR LOAD
_ROOM_2WAY FLOAD 3.62 GY
_CORR_2WAY FLOAD 3.62 GY
_CR_2WAY FLOAD 3.82 GY
MEMBER LOAD
31 TO 33 92 TO 94 123 138 183 TO 185 214 229 274 TO 276 305 320 UNI GY 7.93
25 TO 30 33 86 TO 91 177 TO 182 268 TO 273 UNI GY 4
95 TO 103 186 TO 194 277 TO 285 UNI GY 3.11
33 52 56 60 94 113 117 121 124 125 127 130 132 134 138 185 204 208 212 215 216 218 221 223 225 229 276 295 299 303 306 307 309 312 314 316 320 UNI GY 7.6
43 TO 48 104 TO 109 195 TO 200 286 TO 291 UNI GY 4.48
366 TO 368 376 384 TO 397 UNI GY 1.41
FLOOR LOAD
_RB_2WAY FLOAD 0.2 GY
ONEWAY LOAD
_RB_1WAY ONE 0.2 GY
FLOOR LOAD
_RB_1WAY FLOAD 2.55 GY
MEMBER LOAD
359 TO 365 369 TO 375 399 406 407 414 TO 428 UNI GY 2.38
366 TO 368 376 396 UNI GY 4.9
FLOOR LOAD
Title
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
_RDECK FLOAD 3.82 GY
MEMBER LOAD
49 126 217 308 UNI GY 6.4
LOAD R2 LOADTYPE Live REDUCIBLE TITLE LIVE LOAD
FLOOR LOAD
_ROOM_2WAY FLOAD 1.9 GY
_CR_2WAY FLOAD 1.9 GY
_CORR_2WAY FLOAD 3.8 GY
MEMBER LOAD
366 TO 368 376 384 TO 397 UNI GY 3
END DEFINE REFERENCE LOADS
FLOOR DIAPHRAGM
DIA 1 TYPE RIG HEI 2 JOINT 25 TO 48
DIA 2 TYPE RIG HEI 5.15 JOINT 49 TO 83
DIA 3 TYPE RIG HEI 8.3 JOINT 84 TO 118
DIA 4 TYPE RIG HEI 11.45 JOINT 119 TO 153
DIA 5 TYPE RIG HEI 14.6 JOINT 154 TO 195
CHECK SOFT STORY ASCE7
DEFINE UBC LOAD
ZONE 0.4 I 1.5 RWX 8.5 RWZ 8.5 STYP 4 CT 0.0731 NA 1.2 NV 1.6
REFERENCE LOAD Y
R1 1.0
LOAD 1 LOADTYPE Seismic TITLE EARTHQUAKE_X
UBC LOAD X 1 DEC 1 ACC 0.05
PERFORM ANALYSIS
CHANGE
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
LOAD 2 LOADTYPE Seismic TITLE EARTHQUAKE_Z
UBC LOAD Z 1 DEC 1 ACC 0.05
PERFORM ANALYSIS
CHANGE
LOAD 3 LOADTYPE Dead TITLE DEAD LOAD
REFERENCE LOAD
R1 -1.0
LOAD 4 LOADTYPE Live TITLE LIVE LOAD
REFERENCE LOAD
R2 -1.0
* Combinations for Drift
LOAD COMB 5 GENERATED NSCP 2015 DRIFT 1
3 1.2 4 0.5
LOAD COMB 6 GENERATED NSCP 2015 DRIFT 2
3 1.2 4 0.5 1 1.0
LOAD COMB 7 GENERATED NSCP 2015 DRIFT 3
3 1.2 4 0.5 2 1.0
LOAD COMB 8 GENERATED NSCP 2015 DRIFT 4
3 1.2 4 0.5 1 -1.0
LOAD COMB 9 GENERATED NSCP 2015 DRIFT 5
3 1.2 4 0.5 2 -1.0
LOAD COMB 10 GENERATED NSCP 2015 DRIFT 6
3 0.9
LOAD COMB 11 GENERATED NSCP 2015 DRIFT 7
3 0.9 1 1.0
LOAD COMB 12 GENERATED NSCP 2015 DRIFT 8
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
3 0.9 2 1.0
LOAD COMB 13 GENERATED NSCP 2015 DRIFT 9
3 0.9 1 -1.0
LOAD COMB 14 GENERATED NSCP 2015 DRIFT 10
3 0.9 2 -1.0
* Combination for Footing
LOAD COMB 15 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 1
3 0.6 1 0.71
LOAD COMB 16 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 2
3 0.6 2 0.71
LOAD COMB 17 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 3
3 0.6 1 -0.71
LOAD COMB 18 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 4
3 0.6 2 -0.71
LOAD COMB 19 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 5
3 1.0 4 1.0
LOAD COMB 20 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 6
3 1.0 4 1.0 1 0.71
LOAD COMB 21 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 7
3 1.0 4 1.0 2 0.71
LOAD COMB 22 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 8
3 1.0 4 1.0 1 -0.71
LOAD COMB 23 GENERATED NSCP 2015 FOUNDATION SERVICE LOAD 9
3 1.0 4 1.0 2 -0.71
LOAD COMB 24 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 1
3 1.4
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
LOAD COMB 25 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 2
3 1.2 4 1.6
LOAD COMB 26 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 3
3 1.5 4 0.5 1 1.25
LOAD COMB 27 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 4
3 1.5 4 0.5 2 1.25
LOAD COMB 28 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 5
3 1.5 4 0.5 1 -1.25
LOAD COMB 29 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 6
3 1.5 4 0.5 2 -1.25
LOAD COMB 30 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 7
3 1.2 1 1.25
LOAD COMB 31 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 8
3 1.2 2 1.25
LOAD COMB 32 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 9
3 1.2 1 -1.25
LOAD COMB 33 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 10
3 1.2 2 -1.25
LOAD COMB 34 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 11
3 0.6 1 1.25
LOAD COMB 35 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 12
3 0.6 2 1.25
LOAD COMB 36 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 13
3 0.6 1 -1.25
LOAD COMB 37 GENERATED NSCP 2015 ULTIMTE_VERTICAL EFFECTS 14
3 0.6 2 -1.25
Title
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
PERFORM ANALYSIS
LOAD LIST 5 TO 14
PRINT DIA CR
PRINT STORY DRIFT 0.003600
FINISH
B. Analysis Output
1. Design Loads Due to Gravity (y)
a. Dead Loads
b. Live Loads
2. Design Loads Due to Lateral Loads (x)
a. Dead Loads
b. Live Loads
C. Story Drift
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III.
Preliminary Design of Members
4.
Beams
Adopt width of beam, b = 250 mm (beam) or 300 mm (girder), then overall depth h
may be taken as:
For all girders:
h = h/21 as the girder is framed to columns,
h = 5750/21 = 273.810 mm say 550 mm say 300 x 550
For all beams:
h = l/16 as the beam is simply supported on girders,
h = 5750/16 = 359.375 mm say 500 mm say 250 x 500
Given the gravity loadings at the short span and long span of Girders, check if the
assumed depth of girder and beam is adequate:
Short span:
DL = 12.294 KPA
LL = 3.60 KP
Long span:
DL = 15.424 KPA
LL = 4.296 KPA
Using Load Combination:
Short Span (1.2)(12.294) + (1.6) (3.60) = 20.513KN/m
Long Span (1.2) (15.424) + (1.6) (4.296) = 25.382KN/m
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
Based from Table 406.5.2 of our Code, the Moments would be the following:
Positive Moment:
a. Discontinuous End Integral with Support: wl2/14
b. Interior Span: w2/16
Negative Moment:
c. Interior Face of Exterior Support: w,1,2/16
d. Exterior Face of First Interior Support (More than 2 Spans) = w,1,2/10
Determining the effective depth "d":
Mu = f'cbd^2w (1-0.59w)
67.821x10^6 = (0.9) (28) (300) (d) 2 (0.04995) (1-0.59) (0.04995))
p = 0.00333
w = 0.04995
d = 430.178mm
h = d + (main bar / 2) + stirrups + concrete cover
h = 430.178 + 10+ 10+50
h = 500.178mm
say 550mm
Thus, our assumption is adequate for strength
p = 1.4/fy
w = pfy/fc
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CAPSTONE DESIGN PROJECT 2
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5.
Columns
For column member sizing, the principle of tributary influence area may be adopted.
However, this rule is fundamentally based on pure axial strength of column as set
forth in Section 422.4.
To account for the flexural strength of column, a modifier ranging from 3.0 to 4.0
may be applied as a practical rule. These modifiers are considered arbitrary
depending on the complexity and magnitude of the building structure.
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CAPSTONE DESIGN PROJECT 2
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Consider the column at Grids D & 2 in the plan, presumed as the heavily loaded as
far as framing plan is concerned, estimate the loads on this column using tributary
area method.
Af= (5.75+5.75/2) * (5.75+5.75/2) = 33.063 m2
@ 4th floor
SDL = 5.616 KPa
Slab weight 3.0 KPa
Live Load = 2.4 KPa
@3rd floor
SDL = 5.616 KPa
Slab weight = 3.0 KPa
Live Load = 2.4 KPa
@ 2nd floor
SDL = 5.616 KPa
Slab weight = 3.0 KPa
Live Load = 2.4 KPa
Section 410.6.1.1
For non-prestressed columns and for prestressed columns with average fpe <
1.6MPa, area of longitudinal reinforcement shall be at least 0.01Ag but shall not
exceed 0.08Ag
On column, as if axially-loaded:
PD = 40.66 kPa
PL 10.60 kPa
Pfactored = [1.2(40.66) + 1.6(10.60)] 33.063=2173.958 KN
Punfactored = 51.26 33.0631694.809 KN
Assume steel ratio pg = 2.5%, then
Ast = 0.025Ag
Section 410.7.3.1
Fornon-prestressed columns and for prestressed columns with average fpe < 1.6MPa,
the minimum number of longitudinal bars shall be:
d. Three within triangularties
e. Four within rectangular or circular ties
f. Six endosed by spirals of for columns of special moment frames endosed by
circular hoops.
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CAPSTONE DESIGN PROJECT 2
Term 1-2023-24
Using the Eq. 422.4.2.2 and Table 422.4.2.1 for tied column section:
P=0.8Po: P=0.8[0.85f' (Ag-Ast) + fyAst
P=OPn; = 0.80 for axial force on tied column per Table 421.2.1
Substituting values and solve for Ag:
2173.958(1000)/0.80.80.85(28) 4, -0.0254) + 420(0.025)4]
Ag=80624.462m2
To account for flexure,
revise Ag = 3.0(80624.462) = 241873.387 m2
If b = 500, then h = 241873.387/500 = 483.747
say 500 mm
thus our minimum column size is 500mm x 500mm
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CAPSTONE DESIGN PROJECT 2
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6.
Slabs
For slab thickness sizing, Table 407.3.1.1 may be adopted for one-way slab; whereas,
Section 408.3.1 and Tables 408.3.1.1 and 408.3.1.2 may be adopted for two-way slab
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As a rule of thumb, the minimum thickness of slab h may be taken as:
h = perimeter/180 ≥ 100 mm,
h = 2*(4500+5750)/180 = 113.889 > 100 mm;
say h = 125 mm
The following shall be the assumed sizes for every structural members:
e.
f.
g.
h.
Suspended Slab = 125mm
Girders = 300mm x 550mm
Beams = 250mm x 500mm
Columns = 500mm x 500mm
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CAPSTONE DESIGN PROJECT 2
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Annex
A. Beams
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CAPSTONE DESIGN PROJECT 2
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Title
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CAPSTONE DESIGN PROJECT 2
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B. Columns
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C. Slabs
D. Foundation
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References:

Llego, M. A. (2018). Deped School Buildings Performance Standards and
Specifications. TeacherPH. https://www.teacherph.com/deped-schoolbuildings-standards/

Flow chart : Design of a column base under axial load. (n.d.). Scribd.
https://www.scribd.com/document/245348769/Flow-chart-Design-of-acolumn-base-under-axial-load?fbclid=IwAR0fNtaZRXWoIYsowJJ9adAh86uuqkWlUQqtGtJ0GiUWxUTA-5jewhguuY#
Title
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