Building Structures as Architecture, Wolfgang SchuellerWolfgang Schueller
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016.
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller. The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
Building Structures as Architecture, Wolfgang SchuellerWolfgang Schueller
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016.
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller. The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
General, Basic Methods of Design, Comparison Between Design Methods, Limit State Design, Types of Limit State Design, Ultimate Limit State (ULS), Serviceability Limit State (SLS), Characteristic Materials Strength, Characteristic Actions, Partial Factors of Safety for Materials and Actions, Combinations of Actions, Design Values of Actions at the ULS and SLS.
Building Structure - Structural Analysis of a bungalowLovie Tey
In a group of 3, we are to design a 2 storey bungalow which consists of the following components.
1. 1 master bedroom with attached bathroom
2. Minimum 3 bedrooms
3. 2 bathrooms
4. Kitchen
5. Living Hall
6. Dining Area
7. 1 Store room.
We are to compile an A4 report which consists of;
- All floor plans ( Ground Floor Plans, First Floor and Roof Plan )
- Structural plans
- Design Brief
- Beam analysis report
- COlumn ANalysis Report
Arch is a curved structure designed to carry loads across a gap mainly by compression. The mechanical principle of the arch is precisely the same as that of the portal frame. The straight pieces of material joined by sharp bends are smoothed into a continuous curve. This increases the cost of construction but greatly reduces the stresses.
For more detail on Arch Systems and architecture engineering,
visit us - www.archistudent.net
Follow us - https://www.facebook.com/Archified-162820443787915/
Steel portal frames are very efficient and economical when used for
single-storey buildings, provided that the design details are cost effective and
the design parameters and assumptions are well chosen. In countries where this
technology is highly developed, the steel portal frame is the dominant form of
structure for single-storey industrial and commercial buildings. It has become
the most common structural form in pitched roof buildings, because of its
economy and versatility for a wide range of spans.
Presentation Topic : Elastic Flexural Torsional Buckling and IS:800-2007
As per clause no.8.2.2.1 (IS:800-2007), elastic critical moment (Mcr) may be evaluated using the simplified approach (formulae derived for simply supported, symmetric cross section having uniform moment). Mcr for different beam sections, considering loading, support condition and non-symmetric section, shall be more accurately calculated using the method given in Annex-E of the Code.
We will discuss whether we are erring on the conservative side or un-conservative side while using the simplified approach. Also, the methodology adopted in popular software will be discussed.
General, Basic Methods of Design, Comparison Between Design Methods, Limit State Design, Types of Limit State Design, Ultimate Limit State (ULS), Serviceability Limit State (SLS), Characteristic Materials Strength, Characteristic Actions, Partial Factors of Safety for Materials and Actions, Combinations of Actions, Design Values of Actions at the ULS and SLS.
Building Structure - Structural Analysis of a bungalowLovie Tey
In a group of 3, we are to design a 2 storey bungalow which consists of the following components.
1. 1 master bedroom with attached bathroom
2. Minimum 3 bedrooms
3. 2 bathrooms
4. Kitchen
5. Living Hall
6. Dining Area
7. 1 Store room.
We are to compile an A4 report which consists of;
- All floor plans ( Ground Floor Plans, First Floor and Roof Plan )
- Structural plans
- Design Brief
- Beam analysis report
- COlumn ANalysis Report
Arch is a curved structure designed to carry loads across a gap mainly by compression. The mechanical principle of the arch is precisely the same as that of the portal frame. The straight pieces of material joined by sharp bends are smoothed into a continuous curve. This increases the cost of construction but greatly reduces the stresses.
For more detail on Arch Systems and architecture engineering,
visit us - www.archistudent.net
Follow us - https://www.facebook.com/Archified-162820443787915/
Steel portal frames are very efficient and economical when used for
single-storey buildings, provided that the design details are cost effective and
the design parameters and assumptions are well chosen. In countries where this
technology is highly developed, the steel portal frame is the dominant form of
structure for single-storey industrial and commercial buildings. It has become
the most common structural form in pitched roof buildings, because of its
economy and versatility for a wide range of spans.
Presentation Topic : Elastic Flexural Torsional Buckling and IS:800-2007
As per clause no.8.2.2.1 (IS:800-2007), elastic critical moment (Mcr) may be evaluated using the simplified approach (formulae derived for simply supported, symmetric cross section having uniform moment). Mcr for different beam sections, considering loading, support condition and non-symmetric section, shall be more accurately calculated using the method given in Annex-E of the Code.
We will discuss whether we are erring on the conservative side or un-conservative side while using the simplified approach. Also, the methodology adopted in popular software will be discussed.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
A publishing work by students from Taylor's university, discovering the social and culture aspects in Petaling Street and why something supposing to be "secret" can be so commonly known by the locals and the outsiders. This book present to you the students' interpretation and opinions towards the things that are happening in Petaling Street.
Redefining Malaysian Terrace Residential Architecture by Introducing Passive ...Ong Seng Peng Jeff
Malaysia’s national population have been steadily increasing. A higher population meant that residential housing in Malaysia had reached greater demand than ever before, posing a challenge to house designers and urban developers. Many of these residential areas built had strong reference to houses in the West. However, these housing plans were perceived as neglecting our local traditions, climate and context, cutting off
ourselves from our past architectural heritage, which is highly practical with application of passive design elements.
As terrace houses are the most common typology of Malaysian residential houses, this paper focuses on issues regarding terrace houses in Malaysia, acknowledging their issues in terms of lack of passive design and sustainability. Thus, this paper suggests
methods that can be implemented to improve heat regulation, natural lighting and relevance to local context. A deeper analysis will be conducted on the two case study buildings (Rienzi House, Singapore and Salinger House, Kajang), identifying fundamental strategies to improve Malaysian terrace residential architecture in terms of heat regulation, natural lighting and
suiting its tropical context.
Read| The latest issue of The Challenger is here! We are thrilled to announce that our school paper has qualified for the NATIONAL SCHOOLS PRESS CONFERENCE (NSPC) 2024. Thank you for your unwavering support and trust. Dive into the stories that made us stand out!
Operation “Blue Star” is the only event in the history of Independent India where the state went into war with its own people. Even after about 40 years it is not clear if it was culmination of states anger over people of the region, a political game of power or start of dictatorial chapter in the democratic setup.
The people of Punjab felt alienated from main stream due to denial of their just demands during a long democratic struggle since independence. As it happen all over the word, it led to militant struggle with great loss of lives of military, police and civilian personnel. Killing of Indira Gandhi and massacre of innocent Sikhs in Delhi and other India cities was also associated with this movement.
Introduction to AI for Nonprofits with Tapp NetworkTechSoup
Dive into the world of AI! Experts Jon Hill and Tareq Monaur will guide you through AI's role in enhancing nonprofit websites and basic marketing strategies, making it easy to understand and apply.
The Roman Empire A Historical Colossus.pdfkaushalkr1407
The Roman Empire, a vast and enduring power, stands as one of history's most remarkable civilizations, leaving an indelible imprint on the world. It emerged from the Roman Republic, transitioning into an imperial powerhouse under the leadership of Augustus Caesar in 27 BCE. This transformation marked the beginning of an era defined by unprecedented territorial expansion, architectural marvels, and profound cultural influence.
The empire's roots lie in the city of Rome, founded, according to legend, by Romulus in 753 BCE. Over centuries, Rome evolved from a small settlement to a formidable republic, characterized by a complex political system with elected officials and checks on power. However, internal strife, class conflicts, and military ambitions paved the way for the end of the Republic. Julius Caesar’s dictatorship and subsequent assassination in 44 BCE created a power vacuum, leading to a civil war. Octavian, later Augustus, emerged victorious, heralding the Roman Empire’s birth.
Under Augustus, the empire experienced the Pax Romana, a 200-year period of relative peace and stability. Augustus reformed the military, established efficient administrative systems, and initiated grand construction projects. The empire's borders expanded, encompassing territories from Britain to Egypt and from Spain to the Euphrates. Roman legions, renowned for their discipline and engineering prowess, secured and maintained these vast territories, building roads, fortifications, and cities that facilitated control and integration.
The Roman Empire’s society was hierarchical, with a rigid class system. At the top were the patricians, wealthy elites who held significant political power. Below them were the plebeians, free citizens with limited political influence, and the vast numbers of slaves who formed the backbone of the economy. The family unit was central, governed by the paterfamilias, the male head who held absolute authority.
Culturally, the Romans were eclectic, absorbing and adapting elements from the civilizations they encountered, particularly the Greeks. Roman art, literature, and philosophy reflected this synthesis, creating a rich cultural tapestry. Latin, the Roman language, became the lingua franca of the Western world, influencing numerous modern languages.
Roman architecture and engineering achievements were monumental. They perfected the arch, vault, and dome, constructing enduring structures like the Colosseum, Pantheon, and aqueducts. These engineering marvels not only showcased Roman ingenuity but also served practical purposes, from public entertainment to water supply.
June 3, 2024 Anti-Semitism Letter Sent to MIT President Kornbluth and MIT Cor...Levi Shapiro
Letter from the Congress of the United States regarding Anti-Semitism sent June 3rd to MIT President Sally Kornbluth, MIT Corp Chair, Mark Gorenberg
Dear Dr. Kornbluth and Mr. Gorenberg,
The US House of Representatives is deeply concerned by ongoing and pervasive acts of antisemitic
harassment and intimidation at the Massachusetts Institute of Technology (MIT). Failing to act decisively to ensure a safe learning environment for all students would be a grave dereliction of your responsibilities as President of MIT and Chair of the MIT Corporation.
This Congress will not stand idly by and allow an environment hostile to Jewish students to persist. The House believes that your institution is in violation of Title VI of the Civil Rights Act, and the inability or
unwillingness to rectify this violation through action requires accountability.
Postsecondary education is a unique opportunity for students to learn and have their ideas and beliefs challenged. However, universities receiving hundreds of millions of federal funds annually have denied
students that opportunity and have been hijacked to become venues for the promotion of terrorism, antisemitic harassment and intimidation, unlawful encampments, and in some cases, assaults and riots.
The House of Representatives will not countenance the use of federal funds to indoctrinate students into hateful, antisemitic, anti-American supporters of terrorism. Investigations into campus antisemitism by the Committee on Education and the Workforce and the Committee on Ways and Means have been expanded into a Congress-wide probe across all relevant jurisdictions to address this national crisis. The undersigned Committees will conduct oversight into the use of federal funds at MIT and its learning environment under authorities granted to each Committee.
• The Committee on Education and the Workforce has been investigating your institution since December 7, 2023. The Committee has broad jurisdiction over postsecondary education, including its compliance with Title VI of the Civil Rights Act, campus safety concerns over disruptions to the learning environment, and the awarding of federal student aid under the Higher Education Act.
• The Committee on Oversight and Accountability is investigating the sources of funding and other support flowing to groups espousing pro-Hamas propaganda and engaged in antisemitic harassment and intimidation of students. The Committee on Oversight and Accountability is the principal oversight committee of the US House of Representatives and has broad authority to investigate “any matter” at “any time” under House Rule X.
• The Committee on Ways and Means has been investigating several universities since November 15, 2023, when the Committee held a hearing entitled From Ivory Towers to Dark Corners: Investigating the Nexus Between Antisemitism, Tax-Exempt Universities, and Terror Financing. The Committee followed the hearing with letters to those institutions on January 10, 202
How to Make a Field invisible in Odoo 17Celine George
It is possible to hide or invisible some fields in odoo. Commonly using “invisible” attribute in the field definition to invisible the fields. This slide will show how to make a field invisible in odoo 17.
Embracing GenAI - A Strategic ImperativePeter Windle
Artificial Intelligence (AI) technologies such as Generative AI, Image Generators and Large Language Models have had a dramatic impact on teaching, learning and assessment over the past 18 months. The most immediate threat AI posed was to Academic Integrity with Higher Education Institutes (HEIs) focusing their efforts on combating the use of GenAI in assessment. Guidelines were developed for staff and students, policies put in place too. Innovative educators have forged paths in the use of Generative AI for teaching, learning and assessments leading to pockets of transformation springing up across HEIs, often with little or no top-down guidance, support or direction.
This Gasta posits a strategic approach to integrating AI into HEIs to prepare staff, students and the curriculum for an evolving world and workplace. We will highlight the advantages of working with these technologies beyond the realm of teaching, learning and assessment by considering prompt engineering skills, industry impact, curriculum changes, and the need for staff upskilling. In contrast, not engaging strategically with Generative AI poses risks, including falling behind peers, missed opportunities and failing to ensure our graduates remain employable. The rapid evolution of AI technologies necessitates a proactive and strategic approach if we are to remain relevant.
Instructions for Submissions thorugh G- Classroom.pptxJheel Barad
This presentation provides a briefing on how to upload submissions and documents in Google Classroom. It was prepared as part of an orientation for new Sainik School in-service teacher trainees. As a training officer, my goal is to ensure that you are comfortable and proficient with this essential tool for managing assignments and fostering student engagement.
Building Structure Project 2 (Taylor's lakeside campus)
1. SCHOOL OF ARCHITECTURE, BUILDING &
DESIGN
Bachelor of Science (Honours) (Architecture)
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Tutor:
Mr Azim Sulaiman
Team Members:
EVELIN DEVINA 0322176
LIM JOE ONN 0318679
ONG SENG PENG 0319016
1
2. TABLE OF CONTENTS
Introduction to Bungalow
Floor Plans
• Ground Floor
• First Floor
Structural Plans
• Foundation Plan
• Ground Floor Plan
• First Floor Plan
• Roof Plan
Structural 3D model
Design Brief
• Assumed Material Weight
• Assumed Live Load
Beam Analysis Report
• Load Distribution Plans
• Load Diagram
• Bending Moment Diagram
• Shear Force Diagram
Column Analysis Report
• Load Distribution Plans for Column Design
• Estimation of Column Load
• Suggested Column Size
Conclusion
2
3. The proposed bungalow is built to accommodate the needs of a family. With an
estimated total built up area of 450 square meters, its interior spaces include a
living hall, a dining area, two kitchens, a guest room, three bathrooms, a master
bedroom, two bedrooms and a storage space.
Typical to modern day residential houses, its structure consists of basic key
components of columns and beams which functions to support its own weight.
Basic procedures of building structure design are recognized, executed and
implemented. A structural proposal is produced to ensure the bungalow’s
structural integrity, guaranteeing the safety of its inhabitants.
INTRODUCTION TO BUNGALOW
3
11. Dead Loads of Structure (Constant)
Density of concrete = 24 kN/m3
Density of brick = 19 kN/m3
Dead load of roof = 1.0 kN/m2
(According to UBBL)
Dead load factor = 1.4
Structure Self-weight Calculation
Concrete beam
self-weight
Cross-sectional area = width x height of the beam
= 0.2m x 0.3m = 0.06m2
Beam self-weight per meter length
= cross-sectional area x density of concrete
= 0.06m2 x 24 kN/m3 = 1.44 kN/m
Brick wall self-
weight
Wall self-weight per meter length
= thickness x height x density of brick wall
= 0.15m x 3.0m x 19 kN/m2
= 8.55 kN/m
Floor slab self-
weight
Floor slab self-weight per meter square
= slab thickness x density of concrete
= 0.15m x 24 kN/m3 = 3.6kN/m2
Live Loads of Rooms according to its function (Constant)
Live load factor = 1.6
Room Live Load per meter square
area (kN/m2)
Bedroom 1.5
Dining Area 2.0
Living Area 2.0
Bathroom 2.0
Corridor 1.5
Kitchen 2.0
Roof 0.5
Design Brief:
11
12. SCHOOL OF ARCHITECTURE, BUILDING &
DESIGN
Bachelor of Science (Honours) (Architecture)
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Individual Work:
EVELIN DEVINA 0322176
12
13. Slab A-B/1-2A
Ly/Lx = 4200/3000
= 1.4 < 2
(Two way slab)
Determine one way or two way slab:
Slab A-B/2A-3
Ly/Lx = 4600/3000
= 1.53 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
3. Load from Slab A-B/1-2A (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
4. Load from Slab A-B/2A-3 (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
Total Dead Load on Beam A/2-2A
= (1.44 + 8.55 + 5.4) kN/m
= 15.39 kN/m
Total Dead Load on Beam A/2A-3
= (1.44 + 8.55 + 5.4) kN/m
= 15.39 kN/m
1) First Floor Beam A/2-3
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
2 3
8.55 kN/m
5.4kN/m
1.44kN/m
4.6m
5.4kN/m
2A
1.2m
15.39kN/m
15.39
14. Live Load
1. Load from Slab A-B/1-2A (two-way slab)
= Live load intensity x (Lx/2)
= 2 kN/m2 x (3/2)m = 3 kN/m
2. Load from Slab A-B/2A-3 (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (3/2)m = 2.25 kN/m
Ultimate Load
Ultimate Load on Beam A/2-2A
= Ultimate Dead Load + Ultimate Live Load
= (15.39 kN/m x 1.4) + (3 kN/m x 1.6)
= 21.55 KN/m + 4.8 kN/m = 26.35 kN/m
Ultimate Load on Beam A/2A-3
= Ultimate Dead Load + Ultimate Live Load
= (15.39 kN/m x 1.4) + (2.25 kN/m x 1.6)
= 21.55 KN/m + 3.6 kN/m = 25.15 kN/m
Point Load at point A/2A from beam A-B/2A
1. Concrete Beam Self-weight = 1.44 kN/m
2. Brick Wall Load = 8.55 kN/m
3. Dead Load from Slab A-B/1-2A (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
4. Dead Load from Slab A-B/2A-3 (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
Total Dead Load on Beam A-B/2A
= (1.44 + 8.55 + 3.6 + 3.6)kN/m = 17.19 kN/m
5. Live Load from Slab A-B/1-2A (two-way slab)
= Live Load Intensity x (Lx/2) x 2/3
= 2 kN/m2 x (3/2)m x 2/3 = 2 kN/m
6. Live Load from Slab A-B/2A-3 (two-way slab)
= Live Load Intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
Total Live Load on Beam A-B/2A
= (2 + 1.5)kN/m = 3.5 kN/m
2 3
4.6m
2A
1.2m
3kN/m
2.25kN/m
25.15kN/m
26.35kN/m
15. Ultimate Load on Beam A-B/2A
= (17.19 kN/m x 1.4) + (3.5 kN/m x 1.6)
= 29.67 kN/m
Total Load on Beam A-B/2A
= Uniform Distributed Load x Beam Length
= 29.67 kN/m x 3m
= 89.01 kN
Point Load at Point A/2A
Total Load is distributed equally to 2 points
= 89.01 kN / 2 = 44.51 kN
Reaction Force
1. Beam A/2-2A UDL to Point Load
= 26.35 kN/m x 1.2m = 31.62 kN
2. Beam A/2A-3 UDL to Point Load
= 25.15 kN/m x 4.6m = 115.69 kN
0 = ∑M2
0 = (31.62kN x 0.6m) + (44.51kN x 1.2m) +
(115.69kN x 3.5m) – (R3 x 5.8m)
R3 = 477.3kNm / 5.8m = 82.30 kN
∑Fy = (31.62 + 44.51 + 115.69) - (R2 + 82.30) = 0
R2 = 191.82 – 82.30 = 109.52 kN
Shear Force Diagram
33.39 : X = 82.30 : (4.6 - X)
82.3 X = 33.39 (4.6 – X)
X = 153.59/115.69 = 1.33m
Bending Moment Diagram
1. (109.52m + 77.9m)/2 x 1.2m = 112.45m2
2. (33.39m x1.33m)/2 = 21.70m2
3. (82.30m x 3.27m)/2 = 134.56m2
2 3
4.6m
2A
1.2m
25.15kN/m
26.35kN/m
44.51kN
R3=82.30kN
31.62kN
44.51kN
R2=109.52kN
115.69kN
x
(4.6 – x)
82.30
33.39
4.6m1.2m
109.52kN
134.65kNm
(109.52-31.62= 77.9kN)
(77.9-44.51= 33.39kN)
0
(33.39-115.69= -82.30kN)
112.45kNm
(134.65-134.56= +0.9)
16. Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Load from Slab B-C/2-2B (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m
3. Load from Slab B-C/2B-3 (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
Total Dead Load on Beam B-C/2B
= (1.44 + 5.04 + 5.4) kN/m
= 11.88 kN/m
Slab B-C/2-2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Determine one way or two way slab:
Slab B-C/2B-3
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
2) First Floor Beam B-C/2B
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
Live Load
1. Load from Slab B-C/2-2B (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (2.8/2)m = 2.1 kN/m
2. Load from Slab B-C/2B-3 (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (3/2)m = 2.25 kN/m
Total Live Load on Beam B-C/2B
= (2.1 + 2.25) kN/m
= 4.35 kN/m
B C
5.04 kN/m
1.44kN/m
3.9m
5.4 kN/m
11.88 kN/m
2.1 kN/m
2.25 kN/m
4.35 kN/m
17. Ultimate Load
Ultimate Load on Beam B-C/2B
= Ultimate Dead Load + Ultimate Live Load
= (11.88 kN/m x 1.4) + (4.35 kN/m x 1.6)
= 16.63 KN/m + 6.96 kN/m = 23.59 kN/m
Reaction Force
Beam B-C/2B UDL to Point Load
= 23.59 kN/m x 3.9m = 92 kN
RB = RC
∑Fy = 92 - (RB + RC) = 0
RB = 46 kN
RC = 46 kN
Shear Force Diagram
Bending Moment Diagram
(46m x 1.95m)/2 = 89.7 m2
B C
3.9m
RC=46 kN
92 kN
23.59kN/m
RB=46 kN
46kN
1.95 m 1.95 m
0
- 46kN
89.7 kNm
0
(89.7-89.7 = 0)
18. Slab B-C/2-2B = C-D/2/2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Determine one way or two way slab:
Slab B-C/2-2B = C-D/2B-3
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
3. Load from Slab B-C/2-2B (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m
= Load from Slab C-D/2-2B
4. Load from Slab B-C/2B-3 (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
= Load from Slab C-D/2B-3
Total Dead Load on Beam C/2-2B
= (1.44 + 8.55 + 3.36 + 3.36) kN/m
= 16.71 kN/m
Total Dead Load on Beam C/2B-3
= (1.44 + 8.55 + 3.6 + 3.6) kN/m
= 17.19 kN/m
3) First Floor Beam C/2-3
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
2 3
8.55 kN/m
3.36kN/m
1.44kN/m
3m
3.6kN/m
17.19kN/m
16.71kN/m
2B
2.8m
19. Live Load
1. Load from Slab B-C/2-2B (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (2.8/2)m x 2/3 = 1.4 kN/m
= Load from Slab C-D/2-2B
2. Load from Slab B-C/2B-3 (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
= Load from Slab C-D/2B-3
Total Live Load on Beam C/2-2B
= (1.4 + 1.4) kN/m
= 2.8 kN/m
Total Dead Load on Beam C/2B-3
= (1.5 + 1.5) kN/m
= 3 kN/m
Ultimate Load
Ultimate Load on Beam C/2-2B
= Ultimate Dead Load + Ultimate Live Load
= (16.71 kN/m x 1.4) + (2.8 kN/m x 1.6)
= 23.39 KN/m + 4.48 kN/m = 27.87 kN/m
Ultimate Load on Beam C/2B-3
= Ultimate Dead Load + Ultimate Live Load
= (17.19 kN/m x 1.4) + (3 kN/m x 1.6)
= 24.07 KN/m + 4.8 kN/m = 28.87 kN/m
Point Load at point C/2B from beam B-C/2B
and beam C-D/2B
From calculation no.2;
1. Point Load from beam B-C/2B = 46kN
2. Point Load from beam C-D/2B = 46kN
Point Load at Point C/2B = 92kN
2 3
1.4kN/m
3m
1.5kN/m
3kN/m2.8kN/m
2B
2.8m
28.87kN/m27.87kN/m
92kN/m
28.87kN/m27.87kN/m
20. Reaction Force
1. Beam C/2-2B UDL to Point Load
= 27.87 kN/m x 2.8m = 78.04 kN
2. Beam C/2B-3 UDL to Point Load
= 28.87 kN/m x 3m = 86.6 kN
0 = ∑M2
0 = (78.04kN x 1.4m) + (92kN x 2.8m) +
(86.6kN x 4.3m) – (R3 x 5.8m)
R3 = 739.24kNm / 5.8m = 127.45 kN
∑Fy = (78.04 + 92 + 86.6) - (R2 + 127.45) = 0
R2 = 256.64 –127.45 = 129.19 kN
Shear Force Diagram
Bending Moment Diagram
1. (129.19m + 51.15m)/2 x 2.8m = 252.48m2
2. (40.85m + 127.45m)/2 x 3m = 252.45m2
R3=127.45kN
92kN
86.6kN
2 3
3m
2B
2.8m
R2=129.19kN
78.04kN
20
129.19kN
252.48kNm
(129.19-78.04= 51.15kN)
0
(-40.85-86.6= -127.45kN)
(252.48-252.45= +0.03)
(51.15-92= -40.85kN)
0
21. Slab B-C/2-2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Determine one way or two way slab:
Slab C-D/2/2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
3. Load from Slab B-C/2-2B (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m
= Load from Slab C-D/2-2B
Total Dead Load on Beam B-C/2
= (1.44 + 8.55 + 5.04) kN/m
= 15.03 kN/m
Total Dead Load on Beam C-D/2
= (1.44 + 5.04) kN/m
= 6.48 kN/m
4) First Floor Beam B-D/2
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
Live Load
Load from Slab B-C/2-2B (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (2.8/2)m = 2.1 kN/m
= Load from Slab C-D/2-2B
B D
8.55 kN/m
1.44kN/m
3.9m
C
3.9m
6.48kN/m
15.03kN/m
5.04 kN/m
2.1 kN/m
22. Ultimate Load
Ultimate Load on Beam B-C/2
= Ultimate Dead Load + Ultimate Live Load
= (15.03 kN/m x 1.4) + (2.1 kN/m x 1.6)
= 21.04 KN/m + 3.36 kN/m = 24.40 kN/m
Ultimate Load on Beam C-D/2
= Ultimate Dead Load + Ultimate Live Load
= (6.48 kN/m x 1.4) + (2.1 kN/m x 1.6)
= 9.07KN/m + 3.36 kN/m = 12.43 kN/m
Point Load at point C/2 from beam C/2-3
From calculation no.3;
Point Load at Point C/2B = 129.19kN
Reaction Force
1. Beam B-C/2 UDL to Point Load
= 24.40 kN/m x 3.9m = 95.16 kN
2. Beam C-D/2 UDL to Point Load
=12.43 kN/m x 3.9m = 48.47 kN
0 = ∑MB
0 = (95.16kN x 1.95m) + (129.19kN x 3.9m) +
(48.47kN x 5.85m) – (RD x 7.8m)
RD = 972.95kNm / 7.8m = 124.74 kN
∑Fy = (95.16 + 129.19 + 48.47) - (R2 + 124.74) = 0
RB = 272.82 –124.74 = 148.08 kN
Shear Force Diagram
Bending Moment Diagram
1. (148.08m + 52.92m)/2 x 3.9m = 391.95m2
2. (76.27m + 124.74m)/2 x 3.9m = 391.97m2
B D
3.9m
C
3.9m
12.43kN/m
24.40kN/m
RD=124.74kN
129.19kN
48.47kN
RB=148.08kN
95.16kN
12.43kN/m
24.40kN/m
129.19kN
22
148.08kN
391.95Nm
(148.08-95.16= 52.92kN)
0
(-76.27-48.47= -124.74)
(391.95-391.97= -0.02)
(52.92-129.19= -76.27)
0
23. Slab A-B/1-2A
Ly/Lx = 4200/3000
= 1.4 < 2
(Two way slab)
Determine one way or two way slab:
Slab A-B/2A-3
Ly/Lx = 4600/3000
= 1.53 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
3. Load from Slab A-B/1-2A (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
= Load from Slab A-B/2A-3
4. Load from Slab B-C/2-2B (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m
5. Load from Slab B-C/2B-3 (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
Total Dead Load on Beam B/2-2A
= (1.44 + 8.55 + 5.4 + 3.36) kN/m
= 18.75 kN/m
Total Dead Load on Beam B/2A-2B
= (1.44 + 5.4 + 3.36) kN/m = 10.2 kN/m
Total Dead Load on Beam B/2B-3
= (1.44 + 5.4 + 3.6) kN/m = 10.44 kN/m
5) First Floor Beam B/2-3
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
Slab B-C/2-2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Slab B-C/2B-3
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
2 3
8.55 kN/m
1.44kN/m
3m
18.75kN/m
2A
1.2m
3.6kN/m
2B
1.6m
5.4 kN/m
10.44kN/m
10.2kN/m
3.36kN/m
24. Live Load
1. Load from Slab A-B/1-2A (two-way slab)
= Live load intensity x (Lx/2)
= 2 kN/m2 x (3/2)m = 3 kN/m
2. Load from Slab A-B/2A-3 (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (3/2)m = 2.25 kN/m
3. Load from Slab B-C/2-2B (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (2.8/2)m x 2/3 = 1.4 kN/m
4. Load from Slab B-C/2B-3 (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
Total Live Load on Beam B/2-2A
= (3 + 1.4) kN/m = 4.4 kN/m
Total Live Load on Beam B/2A-2B
= (2.25 + 1.4) kN/m = 3.65 kN/m
Total Live Load on Beam B/2B-3
= (2.25 + 1.5) kN/m = 3.75 kN/m
Ultimate Load
Ultimate Load on Beam B/2-2A
= Ultimate Dead Load + Ultimate Live Load
= (18.75 kN/m x 1.4) + (4.4 kN/m x 1.6)
= 26.25 KN/m + 7.04 kN/m = 33.29 kN/m
Ultimate Load on Beam B/2A-2B
= Ultimate Dead Load + Ultimate Live Load
= (10.2 kN/m x 1.4) + (3.65 kN/m x 1.6)
= 14.28 KN/m + 5.84 kN/m = 20.12 kN/m
Ultimate Load on Beam B/2B-3
= Ultimate Dead Load + Ultimate Live Load
= (10.44 kN/m x 1.4) + (3.75 kN/m x 1.6)
= 14.62 KN/m + 6 kN/m = 20.62 kN/m
3
2.25 kN/m
3kN/m
3m
2A
1.2m
4.4kN/m
2B
1.6m
1.4kN/m
3.75kN/m
3.65kN/m
1.5kN/m
2
33.29kN/m
20.62kN/m
20.12kN/m
25. Point Load at point B/2A from beam A-B/2A
and point B/2B from beam B-C/2B
From calculation no.1;
Point Load at Point B/2A = 44.51 kN
From calculation no. 2;
Point Load at point B/2B = 46 kN
Reaction Force
1. Beam B/2-2A UDL to Point Load
= 33.29 kN/m x 1.2m = 39.95 kN
2. Beam B/2A-2B UDL to Point Load
= 20.12 kN/m x 1.6m = 32.19 kN
3. Beam B/2B-3 UDL to Point Load
= 20.62 kN/m x 3m = 61.86 kN
0 = ∑M2
0 = (39.95kN x 0.6m) + (44.51kN x 1.2m) +
(32.19kN x 2m) + (46kN x 2.8m) + (61.86kN x
4.3m) – (R3 x 5.8m)
R3 = 536.56kNm / 5.8m = 92.51 kN
∑Fy = (39.95 + 44.51 + 32.19 + 46 + 61.86) - (R2 +
92.51) = 0
R2 = 218.51 – 92.51 = 132 kN
Shear Force Diagram
Bending Moment Diagram
1. (132m + 92.05m)/2 x 1.2m = 134.43m2
2. (47.54m + 15.35m)/2 x 1.6m = 50.31m2
3. (30.65m + 92.51m)/2 x 3m = 184.70m2
2 3
3m
2A
1.2m
R3=92.51kN
44.51kN
61.86kN
20.62kN/m
20.12kN/m
2B
1.6m
44.51kN
46kN
R2=126.62kN
46kN
33.29kN/m
32.19kN39.95kN
132kN
184.74kNm
(92.05-44.51=47.54kN)
(-30.65-61.86= -92.51kN)
(184.74-184.70= +0.04)
(15.35-46= -30.65kN)
(132-39.95=92.05kN)
(47.54-32.19=15.35kN)
0
134.43 kNm
26. Slab D-F/1-2A
Ly/Lx = 4200/4000
= 1.05 < 2
(Two way slab)
Determine one way or two way slab:
Slab D-F/2A-3
Ly/Lx = 4600/4000
= 1.15 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m) = 8.55 kN/m
3. Load from Slab D-F/1-2A (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (4/2)m = 7.2 kN/m
= Load from Slab D-F/2A-3
4. Load from Slab F-G/2-2B (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m
5. Load from Slab F-G/2B-3 (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
Total Dead Load on Beam F/2-2A
= (1.44 + 8.55 + 7.2 + 3.36) kN/m
= 20.55 kN/m
Total Dead Load on Beam F/2A-2B
= (1.44 + 8.55 + 7.2 + 3.36) kN/m
= 20.55 kN/m
Total Dead Load on Beam F/2B-3
= (1.44 + 7.2 + 3.6) kN/m = 12.2 kN/m
6) First Floor Beam F/2-3
Slab F-G/2-2B
Ly/Lx = 3000/2800
= 1.07 < 2
(Two way slab)
Slab F-G/2B-3
Ly/Lx = 3000/3000
= 1 < 2
(Two way slab)
2 3
8.55 kN/m
1.44kN/m
3m
20.55kN/m
2A
1.2m
3.6kN/m
2B
1.6m
7.2 kN/m
12.2kN/m
20.55kN/m
3.36kN/m
27. Live Load
1. Load from Slab D-F/1-2A (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (4/2)m = 3 kN/m
= Load from Slab D-F/2A-3
2. Load from Slab F-G/2-2B (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 2 kN/m2 x (2.8/2)m x 2/3 = 1.87 kN/m
3. Load from Slab F-G/2B-3 (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
Total Live Load on Beam B/2-2A
= (3 + 1.87) kN/m = 4.87 kN/m
Total Live Load on Beam B/2A-2B
= (3 + 1.87) kN/m = 4.87 kN/m
Total Live Load on Beam B/2B-3
= (3 + 1.5) kN/m = 4.5 kN/m
Ultimate Load
Ultimate Load on Beam B/2-2A
= Ultimate Dead Load + Ultimate Live Load
= (20.55 kN/m x 1.4) + (4.87 kN/m x 1.6)
= 28.77 KN/m + 7.79 kN/m = 36.56 kN/m
Ultimate Load on Beam B/2A-2B
= Ultimate Dead Load + Ultimate Live Load
= (20.55 kN/m x 1.4) + (4.87 kN/m x 1.6)
= 28.77 KN/m + 7.79 kN/m = 36.56 kN/m
Ultimate Load on Beam B/2B-3
= Ultimate Dead Load + Ultimate Live Load
= (12.2 kN/m x 1.4) + (4.5 kN/m x 1.6)
= 17.08 KN/m + 7.2 kN/m = 24.28 kN/m
3
3m
2A
1.2m
4.87kN/m
2B
1.6m
1.87kN/m
4.5kN/m
4.87kN/m
1.5kN/m
2
36.56kN/m
24.28kN/m
36.56kN/m
3 kN/m
28. Point Load at point F/2A from beam D-F/2A
1. Concrete Beam Self-weight = 1.44 kN/m
2. Dead Load from Slab D-F/1-2A (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (4/2)m x 2/3 = 4.8 kN/m
=Load from slab D-F/2A-3
Total Dead Load on Beam D-F/2A
= (1.44 + 4.8 + 4.8)kN/m = 11.04 kN/m
3. Live Load from Slab D-F/1-2A (two-way slab)
= Live Load Intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (4/2)m x 2/3 = 2 kN/m
=Load from slab D-F/2A-3
Total Live Load on Beam D-F/2A
= (2 + 2)kN/m = 4 kN/m
Ultimate Load on Beam D-F/2A
= (11.04 kN/m x 1.4) + (4 kN/m x 1.6)
= 15.46 kN/m + 6.4kN/m = 21.86kN/m
Total Load on Beam D-F/2A
= Uniform Distributed Load x Beam Length
= 21.86 kN/m x 4m
= 87.44 kN
Point Load at Point A/2A
Total Load is distributed equally to 2 points
= 87.44 kN / 2 = 43.72 kN
2 3
3m
2A
1.2m
36.56kN/m
36.56kN/m
2B
1.6m
43.71kN
36.56kN/m
29. Point Load at point F/2B from beam F-G/2B
1. Concrete Beam Self-weight = 1.44 kN/m
2. Brick Wall Load = 8.55 kN/m
3. Dead Load from Slab F-G/2-2B (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m
4. Dead Load from Slab F-G/2B-3 (two-way slab)
= Slab self-weight x (Lx/2) x2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
Total Dead Load on Beam F-G/2B
= (1.44 + 8.55 + 5.04 + 3.6)kN/m = 18.63 kN/m
5. Live Load from Slab F-G/2-2B (two-way slab)
= Live Load Intensity x (Lx/2)
= 2 kN/m2 x (2.8/2)m = 2.8 kN/m
6. Live Load from Slab F-G/2B-3 (two-way slab)
= Live Load Intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
Total Live Load on Beam F-G/2B
= (2.8 + 1.5)kN/m = 4.3 kN/m
Ultimate Load on Beam F-G/2B
= (18.63 kN/m x 1.4) + (4.3 kN/m x 1.6)
= 26.08 kN/m + 6.88kN/m = 32.96kN/m
Total Load on Beam F-G/2B
= Uniform Distributed Load x Beam Length
= 32.96 kN/m x 3m
= 98.89 kN
Point Load at Point A/2A
Total Load is distributed equally to 2 points
= 98.89 kN / 2 = 49.44 kN
2 3
3m
2A
1.2m
36.56kN/m
36.56kN/m
2B
1.6m
43.71kN
36.56kN/m
49.44kN
30. Reaction Force
1. Beam F/2-2A UDL to Point Load
= 36.56 kN/m x 1.2m = 43.87 kN
2. Beam F/2A-2B UDL to Point Load
= 36.56 kN/m x 1.6m = 58.5 kN
3. Beam F/2B-3 UDL to Point Load
= 24.28 kN/m x 3m = 72.84 kN
0 = ∑M2
0 = (43.87kN x 0.6m) + (43.71kN x 1.2m) +
(58.5kN x 2m) + (49.44kNx2.8m) + (72.84kN x
4.3m) – (R3 x 5.8m)
R3 = 647.42kNm / 5.8m = 111.62 kN
R2 = 218.51 – 92.51 = 156.74 kN
Shear Force Diagram
Bending Moment Diagram
1. (156.74m + 112.87m)/2 x 1.2m = 161.77m2
2. (69.16+10.66)/2 x 1.6m = 63.86m2
3. (38.78+111.62)/2 x 3m = 225.6m2
2 3
3m
2A
1.2m
R3=111.62kN
43.71kN
72.84kN
36.56kN/m
36.56kN/m
2B
1.6m
43.71kN
49.44kN
R2=156.74kN
49.44kN
36.56kN/m
58.5kN43.87kN
156.74kN
225.63kNm
(112.87-43.71=69.16kN)
(-38.78-72.84= -111.62kN)
(225.63-225.6= +0.03)
(10.66-49.44= -38.78kN)
(156.74-43.87=112.87kN)
(69.16-58.5=10.66kN)
0
161.77kNm
31. Roof Level
1. Dead Load from slab
= (5.9m x 4.4m) x 1.0 kN/m2
= 25.96kN
2. Dead Load from beam
= (4.4 + 4.4 + 3.9 + 3.9 + 1.5)m x
1.44 kN/m
= 26.78kN
Total dead load on roof level
= (25.96 + 26.78)kN = 52.74kN
3. Live Load from slab
= 25.96m2 x 0.5 kN/m2 = 12.98kN
7) Column D2
Capacity of the column:
Given, FCU= 30N/mm2
Fy = 460 N/mm2
Ac = 200mm x 200mm = 40000mm2
Assuming 2% steel reinforcement in concrete
Asc = 2% x 40000mm2 = 800mm2
N = (0.4 x Fcu x Ac) + (0.8 x Fy x Asc)
= (0.4 x 30 x 40000) + (0.8 x 460 x 800)
= 774400N = 774.4kN
First Level
1. Dead Load from slab
= {(3.9m x 2.9m)+(2m x 4.4m)} x 3.6 kN/m2
= 72.40kN
2. Dead Load from beam
= 18.6m x 1.44 kN/m = 26.78kN
3. Dead load from wall
= (1.5 + 1.7 + 1.2 + 2 + 2.9)m x 8.55 kN/m
= 79.52kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (72.40 + 26.78 + 79.52 + 2.88)kN
= 181.58kN
5. Live Load from slab (Bedroom + Corridor)
= 20.11m2 x 1.5 kN/m2 = 30.15kN
*Marked in red are walls
32. Ground Level
1. Dead Load from slab
= 25.96m2 x 3.6 kN/m2
= 93.46kN
2. Dead Load from beam
= (2.9 + 4.4 + 3.9 + 2)m x 1.44 kN/m
= 19kN
3. Dead load from wall
= (2.9 + 2 + 2.9)m x 8.55 kN/m = 66.69kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Ultimate Dead Load = Total dead load x 1.4 = (52.74kN + 181.58kN + 182.03kN) x 1.4
= 582.89kN
Ultimate Live Load = Total live load x 1.6 = (12.98kN + 30.15kN + 44.6kN) x 1.6
= 140.37kN
Total Load acting on Column D2 = 723.26kN
*Marked in red are walls
Total dead load on ground level
= (93.46 + 19 + 66.69 + 2.88)kN
= 182.03kN
5. Live Load from slab (Dining)
= (3.9 x 2.9)m2 x 2 kN/m2 = 22.62kN
6. Live Load from slab (Garden + Bedroom)
= {(3.9 x 1.5) + (2 x 4.4)}m2 x 1.5 kN/m2
= 21.98kN
Total live load on ground level
= (22.62 + 21.98)kN
= 44.6kN
33. Roof Level
1. Dead Load from slab
= (5.4m x 4.4m) x 1.0 kN/m2 = 23.76kN
2. Dead Load from beam
= (5.4 + 4.4 + 3.9 + 4.4)m x 1.44 kN/m
= 26.06kN
Total dead load on roof level
= (23.76 + 26.06)kN = 49.82kN
3. Live Load from slab
= 23.76m2 x 0.5 kN/m2 = 11.88kN
8) Column B2
First Level
1. Dead Load from slab
= {(1.5m x 4.4m)+(3.9m x 2.9m)} x 3.6 kN/m2
= 64.48kN
2. Dead Load from beam
= 16.6m x 1.44 kN/m = 23.9kN
3. Dead load from wall
= (2.7 + 1.5 + 3.9 + 2.9)m x 8.55 kN/m
= 94.05kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (64.48 + 23.9 + 94.05 + 2.88)kN
= 172.41kN
5. Live Load from slab (Bath)
= (1.5 x 2.7)m2 x 2 kN/m2 = 8.1kN
6. Live Load from slab (Bedroom)
= 13.86m2 x 1.5 kN/m2 = 20.79kN
Total live load on first level
= (8.1 + 20.79)kN
= 28.89kN
*Marked in red are walls
34. Ground Level
1. Dead Load from slab
= 23.76m2 x 3.6 kN/m2
= 85.54kN
2. Dead Load from beam
= (4.4 + 1.5 + 3.9 + 2.9)m x 1.44 kN/m
= 18.29kN
3. Dead load from wall
= (4.4 + 1.5)m x 8.55 kN/m = 50.45kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (85.54 + 18.29 + 50.45 + 2.88)kN
= 157.16kN
5. Live Load from slab (Kitchen)
= (5.4 x 2.9)m2 x 2 kN/m2 = 31.32kN
6. Live Load from slab (Storage + Garden)
= (5.4 x 1.5)m2 x 1.5 kN/m2
= 12.15kN
Total live load on first level
= (31.32 + 12.15)kN
= 43.47kN
Ultimate Dead Load = Total dead load x 1.4 = (49.82kN + 172.41kN + 157.16kN) x 1.4
= 531.15kN
Ultimate Live Load = Total live load x 1.6 = (11.88kN + 28.89kN + 43.47kN) x 1.6
= 134.78kN
Total Load acting on Column B2 = 665.93kN
*Marked in red are walls
35. Roof Level
1. Dead Load from slab
= (1.5m x 4.4m) x 1.0 kN/m2 = 6.6kN
2. Dead Load from beam
= (1.5 + 2.9 + 1.5)m x 1.44 kN/m
= 8.5kN
Total dead load on roof level
= (6.6 + 8.5)kN = 15.1kN
3. Live Load from slab
= 6.6m2 x 0.5 kN/m2 = 3.3kN
9) Column A2
First Level
1. Dead Load from slab
= 6.6m2 x 3.6 kN/m2
= 23.76kN
2. Dead Load from beam
= 5.9m x 1.44 kN/m = 8.5kN
3. Dead load from wall
= 5.9m x 8.55 kN/m
= 50.45kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (23.76 + 8.5 + 50.45 + 2.88)kN
= 85.59kN
5. Live Load from slab (Bath)
= (1.5 x 2.7)m2 x 2 kN/m2 = 8.1kN
6. Live Load from slab (Bedroom)
= (1.7 x 1.5)m2 x 1.5 kN/m2
= 3.83kN
Total live load on first level
= (8.1 + 3.83)kN
= 11.93kN
*Marked in red are walls
36. Ground Level
1. Dead Load from slab
= 6.6m2 x 3.6 kN/m2
= 23.76kN
2. Dead Load from beam
= 5.9m x 1.44 kN/m
= 8.5kN
3. Dead load from wall
= (4.4 + 1.5)m x 8.55 kN/m = 50.45kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (23.76 + 8.5 + 50.45 + 2.88)kN
= 85.59kN
5. Live Load from slab (Kitchen)
= (2.9 x 1.5)m2 x 2 kN/m2 = 8.7kN
6. Live Load from slab (Storage + Garden)
= (1.5 x 1.5)m2 x 1.5 kN/m2
= 3.38N
Total live load on first level
= (8.7 + 3.38)kN
= 12.08kN
Ultimate Dead Load = Total dead load x 1.4 = (15.1kN + 85.59kN + 85.59kN) x 1.4
= 260.79kN
Ultimate Live Load = Total live load x 1.6 = (3.3kN + 11.93kN + 12.08kN) x 1.6
= 43.7kN
Total Load acting on Column B2 = 304.49kN
*Marked in red are walls
37. SCHOOL OF ARCHITECTURE, BUILDING &
DESIGN
Bachelor of Science (Honours) (Architecture)
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Individual Work:
LIM JOE ONN 0318679
37
38. Slab A-B/5-6
Ly/Lx = 4000/3000
= 1.333 < 2
(Two way slab)
Determine one way or two way slab:
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A-5/6
Dead Load from Slab A-B/5-6
(two way slab)
= 1.0 kN/m3 x (3 x ½ )m
= 1.5 kN/m2
Total Dead Load
= (1.44 + 1.5) kN/m2
= 2.94 kN/m2
5 6
1.5kN/m
1.44kN/m
4.0m
2.94kN/m
39. Live Load
Live Load from Slab A-B/5-6
= 0.5 kN/m3 x (3 x ½ ) m2
= 0.75 kN/m
5 6
0.75 kN/m
0.75kN/m
4.0m
Total Live Load
= 0.75 kN/m2
Ultimate Load
= (2.94kN/m x 1.4) + (0.75kN/m2 x 1.6)
= 4.116 kN/m + 1.2 kN/m
= 5.316 kN/m
Load Diagram
Reaction Force
RA4 = RA6
= 5.316kN/m x 4m
2
= 10.632 kN
5.316kN/m
Shear Force
Diagram
10.632kN/m 10.632kN/m
9.75kN/m
-9.75kN/m
2 m 2 m
A1 = A2
= 9.75kN/m x 2 m x ½
= 9.75 kNm
9.75 kNm
2 m 2 m
Bending Moment
Diagram
40. Slab A-B/5-6
Ly/Lx = 4000/3000
= 1.333 < 2
(Two way slab)
Determine one way or two way slab:
Slab B-C/5-6
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam B/5-6
Dead Load from Slab A-B/5-6
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Dead Load from Slab B-C/5-6
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Total Dead Load
= (1.44 + 5.4 + 5.4) kN/m2
= 12.24kN/m2
C D
5.4kN/m
5.4kN/m
1.44kN/m
4.0 m
12.24kN/m
41. Live Load
Live Load from Slab A-B/5-6
= 0.5kN/m3 x (3 x ½ ) m2
= 3 kN/m
Live Load from Slab B-C/5-6
= 0.5kN/m3 x (3 x ½ ) m2
= 3 kN/m
C D
3kN/m
6kN/m
3kN/m
4.0m
Total Live Load
= (3 + 3) kN/m2
= 6 kN/m2
Ultimate Load
= (12.24kN/m x 1.4) + (6kN/m2 x 1.6)
= 17.136kN/m + 9.6kN/m
= 26.736kN/m
Load Diagram
Reaction Force
RB5 = RB6
= 26.736kN/m x 4m
2
= 53.472 kN
26.736kN/m
Shear Force
Diagram
53.472 kN/m 53.472 kN/m
53.472 kN/m
-53.472kN/m
2 m 2 m
A1 = A2
= 53.472kN/m x 2m x ½
= 53.472 kNm
53.472 kNm
2 m 2 m
Bending Moment
Diagram
42. Slab B-C/5-6
Ly/Lx = 4000/3900
= 1.026< 2
(Two way slab)
Determine one way or two way slab:
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam C-5/6
Dead Load from Slab A-B/5-6
(two way slab)
= 1.0 kN/m3 x (3.9 x ½ )m
= 1.95 kN/m2
Total Dead Load
= (1.44 + 1.95) kN/m2
= 3.39 kN/m2
5 6
1.95kN/m
1.44kN/m
4.0m
3.39kN/m
43. Live Load
Live Load from Slab A-B/5-6
= 0.5 kN/m3 x (3.9 x ½ ) m2
= 0.975 kN/m
5 6
0.975 kN/m
0.975kN/m
4.0m
Total Live Load
= 0.975 kN/m2
Ultimate Load
= (3.39kN/m x 1.4) + (0.975kN/m2 x 1.6)
= 4.746 kN/m + 1.56 kN/m
= 6.306 kN/m
Load Diagram
Reaction Force
RC5 = RC6
= 6.306kN/m x 4m
2
= 12.612 kN
6.306 kN/m
Shear Force
Diagram
12.612kN/m 12.612kN/m
12.612kN/m
-12.612kN/m
2 m 2 m
A1 = A2
= 12.612kN/m x 2 m x ½
= 12.612 kNm
12.612 kNm
2 m 2 m
Bending Moment
Diagram
44. Slab B-C/5-6
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A-C/6
Dead Load from Slab A-B/5-6
(two way slab)
= 1 kN/m3 x (3 x ½ x 2/3)m
= 1 kN/m2
Dead Load from Slab B-C/5-6
(two way slab)
= 1 kN/m3 x (3.9 x ½ x 2/3)m
= 1.3 kN/m2
A C
1 kN/m
1.44kN/m
3 m
1.3kN/m
Slab A-B/5-6
Ly/Lx = 4000/3000
= 1.33 < 2
(Two way slab)
B
3.9 m
Total Dead Load on A-B/6
= (1.44 + 1) kN/m2
= 2.44 kN/m2
Total Dead Load on B-C/6
= (1.44 + 1.3) kN/m2
= 2.74kN/m2
2.44 kN/m
2.74 kN/m
45. Live Load from Slab A-B/5-6
(two way slab)
= 0.5kN/m3 x (3 x ½ x 2/3)m
= 0.5 kN/m2
Live Load
0.5 kN/m
0.65kN/m
Live Load from Slab B-C/5-6
(two way slab)
= 0.5kN/m3 x (3.9 x ½ x 2/3)m
= 0.65 kN/m2
0.5 kN/m
0.65 kN/m
A B
3 m 3.9 m
Ultimate Load on Beam C/3-4
= (2.44kN/m x 1.4) + (0.5kN/m2 x 1.6)
= 3.416kN/m + 0.8kN/m
= 4.216kN/m
Ultimate Load on Beam C/4-5
= (2.74kN/m x 1.4) + (0.65kN/m2 x 1.6)
= 3.836kN/m + 1.04kN/m
= 5.116kN/m
C
46. Load Diagram
Point load from secondary beam, B6=44.328 kN
Take RA6 as centre, reaction force:
4.216 x 3 = 12.648kN
5.116 x 3.9 = 19.952kN
ΣM = 0
0 = 6.9RC6 – 19.952(4.95) – 44.328(3) –
12.648(1.5)
= 6.9RC6 – 98.762 – 132.984 – 18.972
= 6.9RC6 – 250.718
6.9RC6 = 250.718
RC6 = 36.336kN
ΣY = 0
0 = RA6 + RC6 – 12.648 – 44.328 – 19.952
= RA6 + 36.336 – 76.928
RA6 = 40.592kN
4.216kN/m
3 m 3.9 m
5.116kN/m
44.328kN/m
RA6 RC6
40.592kN
3 m 3.9 m
27.944kN
-16.384kN
-36.336kN
Shear Force Diagram
A1 = ½(40.592kN/m + 27.944kN/m) x 3
= 102.804 kNm
102.804 kNm
3 m 3.9 m
Bending Moment Diagram
A2 = ½(16.384kN/m + 36.336kN/m) x 3.9
= 102.804 kNm
47. Slab C-D/3-4
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
Dead Load from Brick Wall Height
=0.15 x 3 x 19kN/m3
=8.55 kN/m
First Floor Beam D/3-5
Dead Load from Slab C-D/3-4
(two way slab)
= 3.6kN/m3 x (3 x ½ x 2/3)m
= 3.6 kN/m2
Dead Load from Slab D-E/3-4
(two way slab)
= 3.6kN/m3 x (4 x ½)m
= 7.2 kN/m2
Total Dead Load for Beam D/3-4
= (1.44+8.55+3.6+7.2) kN/m2
= 20.79kN/m2
Slab D-E/3-5
Ly/Lx = 5000/4000
= 1.25 < 2
(Two way slab)
3 5
8.55kN/m
3.6kN/m
1.44kN/m
3 m
7.2kN/m
4
2 m
20.79kN/m
48. Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
Dead Load from Brick Wall Height
=0.15 x 3 x 19kN/m3
=8.55 kN/m
Dead Load from Slab C-D/4-5
(two way slab)
= 3.6kN/m3 x (2 x ½ x 2/3)m
= 2.4 kN/m2
Dead Load from Slab D-E/4-5
(two way slab)
= 3.6kN/m3 x (4 x ½)m
= 7.2 kN/m2
Total Dead Load for Beam D/4-5
= (1.44+8.55+2.4+7.2) kN/m2
= 19.59kN/m2
3 5
8.55kN/m
1.44kN/m
3 m
4
2 m
2.4kN/m
7.2kN/m
19.59kN/m
20.79 kN/m
19.59 kN/m
49. Live Load
2kN/m
1.33 kN/m
Live Load from Slab C-D/3-4
(two way slab)
= 2kN/m3 x (3 x ½ x 2/3)m
= 2kN/m2
Live Load from Slab D-E/3-4
(two way slab)
= 2kN/m3 x (4 x ½)m
= 4 kN/m2
Live Load from Slab C-D/4-5
(two way slab)
= 2kN/m3 x (2 x ½ x 2/3)m
= 1.33 kN/m2
6 kN/m
5.33 kN/m
3 54
3 m 2 m
Total Live Load on D/3-4
= (2 + 4) kN/m2
= 6 kN/m2
Total Live Load on D/4-5
= (1.33 + 4) kN/m2
= 5.33 kN/m2
Ultimate Load on Beam D/3-4
= (20.79kN/m x 1.4) + (6kN/m2 x 1.6)
= 29.106kN/m + 9.6kN/m
= 38.706kN/m
Ultimate Load on Beam D/4-5
= (19.59kN/m x 1.4) + (5.33kN/m2 x 1.6)
= 27.426kN/m + 8.528kN/m
= 35.954kN/m
Live Load from Slab D-E/4-5
(two way slab)
= 2kN/m3 x (4 x ½ )m
= 4 kN/m2
4kN/m
4 kN/m
38.706 kN/m
35.954 kN/m
50. Load Diagram
Point load from secondary beam, D4=40.21 kN
Take RD3 as centre, reaction force:
38.706 x 3 = 116.118kN
35.954 x 2 = 71.908kN
ΣM = 0
0 = 5RD5 – 116.118(1.5) – 40.21(3) – 71.908(4)
= 5RD5 – 174.177 – 120.63 – 287.632
= 5RD5 – 582.439
5RD5 = 582.439
RD5 = 116.488kN
ΣY = 0
0 = RD3 + RD5 – 116.118 – 40.21 – 71.908
= RD3 + 116.488 – 228.236
RD3 = 111.748kN
38.706kN/m
3 m 2 m
35.954kN/m
40.21kN/m
RD3 RD5
111.748kN
3 m 2 m
-4.37kN
-44.58kN
-116.488kN
Shear Force Diagram
Ratio:
(111.748+4.37) = 111.748
3 a
116.118 a = 335.244
a = 2.8872.887 m
A1 = 111.748 x 2.887 x ½
+ 4.37 x ½(3 – 2.887)
= 161.308 – 0.247
= 161.061kNm
A2 = (116.488 + 44.58) x 2
2
= 161.068kNm
161.068kNm
2.887 m 3 m
Bending Moment Diagram160. 821kNm
51. Slab D-E/3-5
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
Dead Load for Brick Wall Height
=0.15 x 3 x 19kN/m3
=8.55 kN/m
First Floor Beam C-E/5
Dead Load from Slab C-D/4-5
(two way slab)
= 3.6 kN/m3 x (2 x ½ )m
= 3.6 kN/m2
Dead Load from Slab D-E/3-5
(two way slab)
= 3.6 kN/m3 x (3 x ½ x 2/3)m
= 3.6 kN/m2
C E
3.6 kN/m
1.44kN/m
3.9 m
3.6kN/m
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
D
3 m
Total Dead Load on C-D/4-5
= (3.6+8.55+1.44) kN/m2
= 13.59 kN/m2
Total Dead Load on D-E/3-5
= (1.44 + 8.55 +3.6) kN/m2
= 13.59 kN/m2
13.59 kN/m
13.59 kN/m
8.55kN/m
52. Live Load from Slab C-D/4-5
(two way slab)
= 2.0kN/m3 x (2 x ½ )m
= 2 kN/m2
Live Load
2 kN/m
2 kN/m
Live Load from Slab D-E/3-5
(two way slab)
= 2.0kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
2 kN/m
2 kN/m
C D
3.9 m 3 m
Ultimate Load on Beam A-B/5
= (13.59kN/m x 1.4) + (2kN/m2 x 1.6)
= 19.026kN/m + 3.2kN/m
= 22.226kN/m
Ultimate Load on Beam B-C/5
= (13.59kN/m x 1.4) + (2kN/m2 x 1.6)
= 19.026kN/m + 3.2kN/m
= 22.226kN/m
E
53. Load Diagram
Point load from secondary beam, D5=116.496 kN
Take RC5 as centre, reaction force:
22.226 x 3.9= 86.681kN
22.226 x 3 = 66.678kN
ΣM = 0
0 = 6.9RE5 – 86.681(1.95) – 116.496(3.9) –
66.678(5.4)
= 6.9RE5 – 169.028 – 454.334 – 360.061
= 6.9RE5 – 983.424
6.9RE5 = 983.424
RE5 = 142.525 kN
ΣY = 0
0 = RC5 + RE5 – 86.681 – 116.496 – 66.678
= RC5 + 142.525 – 269.855
RC5 = 127.33kN
22.226kN/m
3.9 m 3 m
22.226kN/m
116.496kN/m
RC5 RE5
127.33kN
3.9 m 3 m
40.649kN
-75.847kN
-142.525kN
Shear Force Diagram
A1 = ½(40.649kN/m + 127.33kN/m) x 3.9
= 327.55kNm
102.804 kNm
3 m 3.9 m
Bending Moment Diagram
A2 = ½(75.847kN/m + 142.525kN/m) x 3
= 327.55 kNm
54. Column C6
Dead Load Calculation
Ground Floor
Beam Self Weight
= 4000mm/2 x 1.44 + 6900mm/2 x 1.44
= 7.848 kN
Column Self Weight
= 0.2 x 0.2 x 3 x 24
= 2.88 kN
Brick Wall Self Weight
= 0 (no wall)
Concrete Slab Load
= 4000mm/2 x 6900mm/2 x 3.6
= 24.84 kN
Total Dead Load on Ground Floor
= 7.848 + 2.88 + 24.84
= 35.568 kN
Total Dead Load
= 35.568 + 14.748
= 50.316 kN
Capacity of the column:
Given, FCU= 30N/mm2
Fy = 460 N/mm2
Ac = 200mm x 200mm = 40000mm2
Assuming 2% steel reinforcement in concrete
Asc = 2% x 40000mm2 = 800mm2
N = (0.4 x Fcu x Ac) + (0.8 x Fy x Asc)
= (0.4 x 30 x 40000) + (0.8 x 460 x 800)
= 774400N = 774.4kN
55. Live Load Calculation
Ground Floor
Porch
= 1.5 kN/m x 4000mm/2 x 6900mm/2
= 10.35 kN
First Floor
Flat Roof
= 0.5 kN/m x 4000mm/2 x 6900mm/2
= 3.45 kN
Total Live Load
= 10.35 + 3.45
= 13.8 kN
Ultimate Load
= 50.316 x 1.4 + 13.8 x 1.6
= 92.523 kN
92.523 kN < 774.4kN, it is below the
column maximum load bearing capacity.
First Floor (Flat Roof)
Beam Self Weight
= 4000mm/2 x 1.44 + 6900mm/2 x 1.44
=7.848 kN
Column Self Weight
= 0 (no column)
Brick Wall Self Weight
= 0 (no wall)
Concrete Slab Load
= 4000mm/2 x 6900mm/2 x 1.0
= 6.9 kN
Total Dead Load on First Floor
= 7.848 + 6.9
=14.748 kN
55
56. Column A6
Dead Load Calculation
Ground Floor
Beam Self Weight
= 4000mm/2 x 1.44 = 6900mm/2 x 1.44
= 7.848 kN
Column Self Weight
= 0.2 x 0.2 x 3 x 24
= 2.88 kN
Brick Wall Self Weight
= 6900mm/2 x 8.55 + 4000mm/2 x 8.55
= 46. 598 kN
Concrete Slab Load
= 4000mm/2 x 6900mm/2 x 3.6
= 24.84 kN
Total Dead Load on Ground Floor
= 7.848 + 2.88 + 46.598 + 24.84
= 82.166 kN
First Floor (Flat Roof)
Beam Self Weight
= 4000mm/2 x 1.44 + 6900mm/2 x 1.44
= 7.848 kN
Column Self Weight
= 0 (no column)
Brick Wall Self Weight
= 0 (no wall)
Total Dead Load
=82.166 +14.748
= 96.914 kN
96.914 kN < 774.4kN, it is below the
column maximum load bearing capacity.
Concrete Slab Load
= 4000mm/2 x 6900mm/2 x 1.0
= 6.9 kN
Total Dead Load on Ground Floor
= 7.848 + 6.9
= 14.748 kN
56
57. Live Load Calculation
Ground Floor
Living Room
= 2.0 kN/m x 4000mm/2 x 6900mm/2
= 13.8 kN
First Floor
Flat Roof
= 0.5 kN/m x 4000mm/2 x 6900mm/2
= 3.45 kN
Total Live Load
= 13.8 + 3.45
= 17.25 kN
Ultimate Load
= 96.914 x 1.4 + 17.25 x 1.6
= 163.28 kN
57
58. Column E5
Dead Load Calculation
Ground Floor
Beam Self Weight
= 3000mm/2 x 1.44 + 5000mm/2 x 1.44
= 5.76 kN
Column Self Weight
= 0.2 x 0.2 x 3 x 24
= 2.88 kN
Brick Wall Self Weight
= no wall (0)
Concrete Slab Load
= 3000mm/2 x 5000mm/2 x 3.6
= 13. 5 kN
Total Dead Load on Ground Floor
= 5.76 + 2.88 + 13.5
= 22.14 kN
First Floor
Beam Self Weight
= 3000mm/2 x 1.44 + 5000mm/2 x 1.44
= 5.76 kN
Column Self Weight
= 0.2 x 0.2 x 3 x 24
= 2.88 kN
Brick Wall Self Weight
= 3000mm/2 x 8.55 + 5000mm/2 x 8.55
= 34.2 kN
Concrete Slab Load
= 3000mm/2 x 5000mm/2 x 3.6
= 13. 5 kN
Total Dead Load on First Floor
= 5.76 + 2.88 + 34.2 + 13.5
= 56.34 kN
58
59. Roof
Beam Self Weight
= 3000mm/2 x 1.44 + 5000mm/2 x 1.44
= 5.76 kN
Column Self Weight
= 0 (no column)
Brick Wall Self Weight
= 0 (no wall)
Concrete Slab Load
= 3000mm/2 x 5000mm/2 x 3.6
= 13. 5 kN
Total Dead Load on First Floor
= 5.76 +13.5
= 19.26 kN
Total Dead Load
= 22.14 + 56.34 + 19.26
= 97.74 kN
Live Load Calculation
Ground Floor
Porch
= 0.5 kN/m x 3000mm/2 x 5000mm/2
= 1.875 kN
First Floor
Family Area
= 2.0 kN/m x 3000mm/2 x 5000mm/2
= 7.5 kN
Roof
= 0.5 kN/m x 3000mm/2 x 5000mm/2
= 1.875 kN
154.836 kN < 774.4kN, it is
below the column maximum load
bearing capacity.
Total Live Load
= 1.875 + 7.5 + 1.875
= 11.25 kN
Ultimate Load
= 97.74 x 1.4 + 11.25 x 1.6
= 154.836 kN
59
60. SCHOOL OF ARCHITECTURE, BUILDING &
DESIGN
Bachelor of Science (Honours) (Architecture)
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Individual Work:
ONG SENG PENG 0319016
60
61. FAMILY AREA
Slab C-D/3-4
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam C-D/4
Dead Load from Slab C-D/3-4
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Dead Load from Slab C-D/4-5
(two way slab)
= 3.6kN/m3 x (2 x ½)m
= 3.6 kN/m2
Total Dead Load
= (1.44 + 5.4 + 3.6) kN/m2
= 10.44kN/m2
C D
5.4kN/m
3.6kN/m
1.44kN/m
3.9m
10.44kN/m
FAMILY AREA
Shear Force
Diagram
62. Bending Moment
Diagram
Live Load
Live Load from Slab C-D/3-4
= 2kN/m3 x (3 x ½ ) m2
= 3 kN/m
Live Load from Slab C-D/4-5
= 2kN/m3 x (2 x ½ ) m2
= 2 kN/m
C D
2kN/m
5kN/m
3kN/m
3.9m
Total Live Load
= (2 + 3) kN/m2
= 5 kN/m2
Ultimate Load
= (10.44kN/m x 1.4) + (5kN/m2 x 1.6)
= 14.616kN/m + 8kN/m
= 22.616kN/m
Load Diagram
Reaction Force
RC4 = RD4
= 22.616kN/m x 3.9m
2
= 44.10kN
22.616kN/m
Shear Force
Diagram
44.10kN 44.10kN
44.1kN
-44.1kN
1.95 m 1.95 m
A1 = A2
= 44.10kN x 1.95m x ½
= 43 kNm
43 kNm
1.95 m 1.95 m
3.9m
RC4 RD4
63. FAMILY AREA
Slab C-D/3-4
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam C/3-5
Dead Load from Slab B1-C/3-5
(one way slab)
= 3.6kN/m3 x (2.3 x ½)m
= 4.14 kN/m2
Dead Load from Slab C-D/3-4
(two way slab)
= 3.6kN/m3 x (3 x ½ x 2/3)m
= 3.6 kN/m2
3 5
4.14kN/m
3.6kN/m
1.44kN/m
3 m
2.4kN/m
FAMILY AREA
FAMILY AREA
Slab B1-C/3-4
Ly/Lx = 5000/2300
= 2.17 > 2
(One way slab)
4
2 m
Dead Load from Slab C-D/4-5
(two way slab)
= 3.6kN/m3 x (2 x ½ x 2/3)m
= 2.4 kN/m2
Total Dead Load on C/3-4
= (1.44 + 4.14 + 3.6) kN/m2
= 9.18 kN/m2
Total Dead Load on C/4-5
= (1.44 + 4.14 + 2.4) kN/m2
= 7.98 kN/m2
9.18 kN/m
7.98 kN/m
64. Live Load
2kN/m
1.33kN/m
2.3kN/m
Live Load from Slab B1-C/3-5
(one way slab)
= 2kN/m3 x (2.3 x ½)m
= 2.3 kN/m2
Live Load from Slab C-D/3-4
(two way slab)
= 2kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
Live Load from Slab C-D/4-5
(two way slab)
= 2kN/m3 x (2 x ½ x 2/3)m
= 1.33 kN/m2
4.3 kN/m
3.36 kN/m
3 54
3 m 2 m
Total Live Load on C/3-4
= (2.3 + 2) kN/m2
= 4.3 kN/m2
Total Live Load on C/4-5
= (2.3 + 1.33) kN/m2
= 3.63 kN/m2
Ultimate Load on Beam C/3-4
= (9.18kN/m x 1.4) + (4.3kN/m2 x 1.6)
= 12.852kN/m + 8kN/m
= 22.616kN/m
Ultimate Load on Beam C/4-5
= (7.98kN/m x 1.4) + (3.63kN/m2 x 1.6)
= 11.172kN/m + 5.808kN/m
= 16.98kN/m
65. -39.72kN
Load Diagram
Point load from secondary beam, C4= 44.1 kN
Take RC3 as centre, reaction force:
22.616 x 3 = 67.848kN
16.98 x 2 = 33.96kN
ΣM = 0
0 = 5RC5 – 67.848(3/2) – 44.1(3) – 33.96(4)
= 5RC5 – 101.772 – 132.3 – 135.84
= 5RC5 – 369.912
5RC5 = 366.612
RC5 = 73.98kN
ΣY = 0
0 = RC3 + RC5 – 67.848 – 44.1 – 33.96
= RC3 + 73.98 – 146.208
RC3 = 72.228kN
22.616kN/m
3 m 2 m
16.98kN/m
44.1 kN
RC3 RC5
72.228kN
3 m 2 m
4.38kN
-73.98kN
Shear Force Diagram
Ratio:
(68.488 + 9.66) = 9.66
2 a
39.074 a = 9.66
a = 0.247
A1 = (72.228 + 4.38) x 3
2
= 114.912kNm
A2 = (39.72 + 73.98) x 2
2
= 113.7 kNm
114.912 kNm
3 m
Bending Moment Diagram
66. BEDROOM
Slab D-F/2-3
Ly/Lx = 5800/4000
= 1.45 < 2
(Two way slab)
Determine one way or two way slab:
Slab D-E/3-5
Ly/Lx = 5000/3000
= 1.67 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam E/3-5
3 5
8.55kN/m
5.4kN/m
1.44kN/m
5m
15.39kN/m
FAMILY AREA
Dead Load from brick wall
= 19kN/m3 x (0.15 x 3)m2
= 8.55 kN/m
Dead Load from Slab D-E/3-5
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Total Dead Load
= (1.44 + 8.55 + 5.4) kN/m
= 15.39kN/m
67. Live Load
Live Load from Slab D-E/3-5
= 2kN/m3 x (3 x ½ ) m2
= 3 kN/m
C D
3kN/m
5m
Ultimate Load
= (15.39kN/m x 1.4) + (3kN/m2 x 1.6)
= 21.546kN/m + 4.8kN/m
= 26.346kN/m
Load Diagram
Reaction Force
RE3 = RE5
= 26.346kN/m x 3.9m
2
= 51.375 kN
26.346kN/m
Shear Force Diagram
51.375 kN 51.375 kN
51.375 kN
- 51.375 kN
2.5 m 2.5 m
A1 = A2
= 26.346kN/m x 2.5m x ½
= 32.9325 kNm
32.9325 kNm
2.5 m 2.5 m
Bending Moment
Diagram
5mRE3 RE5
68. Dead Load from Slab D-E/3-5
(two way slab)
= 3.6kN/m3 x (3 x ½) x 2/3 m
= 3.6 kN/m2
BEDROOM
Slab D-F/2-3
Ly/Lx = 5800/4000
= 1.45 < 2
(Two way slab)
Determine one way or two way slab:
Slab D-E/3-5
Ly/Lx = 5000/3000
= 1.67 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam D-F/3
D F
8.55kN/m
3.6kN/m
1.44kN/m
3m
18.39kN/m
FAMILY AREA
Dead Load from brick wall
= 19kN/m3 x (0.15 x 3)m2
= 8.55 kN/m
Total Dead Load on Beam D-E/3
= (1.44 + 8.55 + 4.8 + 3.6) kN/m
= 18.39kN/m
E
1m
4.8kN/m
14.79kN/m
Total Dead Load on Beam E-F/3
= (1.44 + 8.55 + 4.8) kN/m
= 14.79kN/m
Dead Load from Slab D-F/2-3
(two way slab)
= 3.6kN/m3 x (4 x ½) x 2/3
= 4.8 kN/m2
69. Live Load
2kN/m
2kN/m
Live Load from Slab D1-F/2-3
(two way slab)
= 1.5kN/m3 x (4 x ½)m x 2/3
= 2 kN/m2
Live Load from Slab D-E/3-5
(two way slab)
= 2kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
4 kN/m
2 kN/m
D FE
3 m 1 m
Total Live Load on D-E/3
= (2 + 2) kN/m2
= 4 kN/m2
Ultimate Load on Beam D-E/3
= (18.39kN/m x 1.4) + (4kN/m2 x 1.6)
= 25.746kN/m + 6.4kN/m
= 32.146kN/m
Ultimate Load on Beam C/4-5
= (14.79kN/m x 1.4) + (2kN/m2 x 1.6)
= 20.706kN/m + 3.2kN/m
= 23.906kN/m
Total Live Load on E-F/3
= 2kN/m2
70. -21.198kN
Load Diagram
Point load from secondary beam, C4= 51.375 kN
Take RD3 as centre, reaction force:
32.146 x 3 = 96.438kN
16.98 x 1 = 16.98kN
ΣM = 0
0 = 4RF3 – 96.438(3/2) – 51.375(3) – 16.98(3.5)
= 4RF3 – 144.657 – 154.125 – 59.43
= 4RF3 – 358.212
4RF3 = 358.212
RF3 = 89.553kN
ΣY = 0
0 = RD3 + RF3 – 96.438 – 51.375 – 16.98
= RD3 + 89.553 – 164.793
RD3 = 75.24kN
32.146kN/m
3 m 1 m
16.98kN/m
51.375 kN
RD3 RF3
75.24kN
3 m 1 m -89.553kN
Shear Force Diagram
Ratio:
(75.24 + 21.198) = 21.198
3 a
32.146 a = 21.198
a = 0.66
A1 = 75.24 x 2.34 x ½
= 88.03kNm
88.03 kNm
3 m
Bending Moment
Diagram
-72.573kN
2.34 m 0.66 m
A2 = 21.198 x 0.66 x ½
= 7kNm
A2 = (72.573 + 89.553) x 1
2
= 81.063kNm
81.03 kNm
2.34 m
71. Void
Determine one way or two way slab:
Slab A-B1/4-5
Ly/Lx = 4600/2000
= 2.3 > 2
(One way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A-B1/4
A
3.6kN/m
5.04kN/m
1.44kN/m
4.6m
1.5kN/m
Corridor
Dead Load from Slab A-B1/4-5
(one way slab)
= 3.6kN/m3 x (2 x ½)m
= 3.6 kN/m2
Total Dead Load
= (1.44 + 3.6) kN/m
= 5.04kN/m
B1
Live Load
Live Load from Slab A-B1/4-5
= 1.5 kN/m3 x (2 x ½ ) m2
= 1.5 kN/m
Ultimate Load
= (5.04kN/m x 1.4) + (1.5kN/m2 x 1.6)
= 21.546kN/m + 4.8kN/m
= 9.456kN/m
72. Load Diagram
Reaction Force
RA4 = RB1.4
= 9.456kN/m x 4.6m
2
= 21.749 kN
9.456 kN/m
Shear Force Diagram
21.749 kN 21.749 kN
21.749 kN
- 21.749 kN2.3 m 2.3 m
A1 = A2
= 21.749 kN/m x 2.3m x ½
= 25.011 kNm
25.011 kNm
2.3 m 2.3 m
Bending Moment
Diagram
4.6mRA4 RB1.4
73. Dead Load from brick wall
= 19kN/m3 x (0.15 x 3)m2
= 8.55 kN/m
Void
Determine one way or two way slab:
Slab A-B1/4-5
Ly/Lx = 4600/2000
= 2.3 > 2
(One way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A/3-5
3 5
8.55kN/m
9.99kN/m
1.44kN/m
3m
Corridor
No Dead Load from Slab A-B1/4-5
(one way slab)
Total Dead Load
= (1.44 + 8.55) kN/m
= 9.99kN/m
Ultimate Load
= 9.99kN/m x 1.4
= 13.986kN/m
2m
4
No Live Load from Slab A-B1/4-5
(one way slab)
Live Load
74. -20.042kN
Load Diagram
Point load from secondary beam, A4= 21.749 kN
kN
Take RA3 as centre, reaction force:
13.986 x 3 = 41.958 kN
13.986 x 2 = 27.972 kN
ΣM = 0
0 = 5RA5 – 41.958(3/2) – 21.749(3) – 27.972(4)
= 5RA5 – 62.937 – 65.247 – 111.888
= 5RA5 – 240.072
5RA5 = 240.072
RA5 = 48.014kN
ΣY = 0
0 = RA3 + RA5 – 41.958 – 21.749 – 27.972
= RA3 + 48.014 – 91.679
RD3 = 43.665kN
13.986kN/m
3 m 2 m
13.986kN/m
21.749 kN
43.665kN
3 m 2 m -48.014kN
Shear Force Diagram
A1 = (43.665 +1.707) x 3
2
= 68.058kNm
68.058 kNm
3 m
Bending Moment
Diagram
A2 = (48.014 + 20.042) x 2
2
= 68.056kNm
2.34 m
43.665 kN 48.014 kN
RA3 RA5
1.707kN
75. Capacity of the column:
Given, FCU= 30N/mm2
Fy = 460 N/mm2
Ac = 200mm x 200mm = 40000mm2
Assuming 2% steel reinforcement in concrete
Asc = 2% x 40000mm2 = 800mm2
N = (0.4 x Fcu x Ac) + (0.8 x Fy x Asc)
= (0.4 x 30 x 40000) + (0.8 x 460 x 800)
= 774400N = 774.4kN
Column A3
Roof Level
1. Dead Load from slab
= (5.9m x 1.5m) x 1.0 kN/m2 = 8.1kN
2. Dead Load from beam
= 6.9m x 1.44 kN/m
= 9.936kN
Total dead load on roof level
= (8.1 + 9.936)kN = 18.036kN
3. Live Load from slab
= 8.1m2 x 0.5 kN/m2 = 4.05kN
First Level
1. Dead Load from slab
= (1.5m x 2.9m) x 3.6 kN/m2
= 8.1 kN
2. Dead Load from beam
= 4.5m x 1.44 kN/m
= 6.48kN
3. Dead load from wall
= 6.9m x 8.55 kN/m
= 58.995kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (8.1 + 6.48 + 58.995 + 2.88)kN
= 73.575kN
5. Live Load from slab
= (2.9 x 1.5) x 1.5 kN/m2
= 6.525kN
76. Ground Level
1. Dead Load from slab
= (5.4 x 1.5)m2 x 3.6 kN/m2
= 29.16kN
2. Dead Load from beam
= 4.5m x 1.44 kN/m
= 6.48kN
3. Dead load from wall
= 6.9m x 8.55 kN/m = 58.995kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on ground level
= (29.16 + 6.48 + 58.995 + 2.88)kN
= 97.515kN
5. Live Load from slab (Living room)
= (1.5 x 2.9)m2 x 2 kN/m2 = 8.7kN
6. Live Load from slab
= (1.5 x 2.5)m2 x 1.5 kN/m2
= 5.625kN
Total live load on ground level
= (8.7 + 5.625)kN
= 14.325kN
Ultimate Dead Load = Total dead load x 1.4 = (18.036kN + 73.575kN + 97.515kN) x 1.4
= 264.7764kN
Ultimate Live Load = Total live load x 1.6 = (4.05kN + 6.525kN + 14.325kN) x 1.6
= 39.84kN
Total Load acting on Column A3 = 304.616kN
304.616kN < 774.4kN, it is below the column maximum load bearing capacity.
77. Column B3 Roof Level
1. Dead Load from slab
= (5.4m x 3.45m) x 1.0 kN/m2 = 18.63kN
2. Dead Load from beam
= 3.45m x 1.44 kN/m
= 4.968kN
Total dead load on roof level
= (18.63 + 4.968)kN = 23.598kN
3. Live Load from slab
= 18.63 m2 x 0.5 kN/m2 = 9.315kN
First Level
1. Dead Load from slab
= {(3m x 3.45m) + (0.45 x 2.4)} x 3.6 kN/m2
= 41.148 kN
2. Dead Load from beam
= 3.45m x 1.44 kN/m
= 4.968kN
3. Dead load from wall
= 3.45m x 8.55 kN/m
= 29.4975kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (41.148 + 4.968 + 29.4975 + 2.88)kN
= 78.4935kN
5. Live Load from slab
= 11.43 x 1.5 kN/m2
= 17.145kN
78. Ground Level
1. Dead Load from slab
= (5.4 x 3.45)m2 x 3.6 kN/m2
= 67.068kN
2. Dead Load from beam
= 3.45m x 1.44 kN/m
= 4.968kN
3. Dead load from wall
= 3.45m x 8.55 kN/m = 29.4975kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on ground level
= (67.068 + 4.968 + 29.4975 + 2.88)kN
= 104.4135kN
5. Live Load from slab
= 18.63m2 x 1.5 kN/m2
= 27.945kN
Ultimate Dead Load = Total dead load x 1.4 = (23.598kN + 78.4935+ 104.4135kN) x 1.4
= 289.107kN
Ultimate Live Load = Total live load x 1.6 = (9.315kN + 17.145kN + 27.945kN) x 1.6
= 87.048kN
Total Load acting on Column A3 = 376.1kN
376.1kN < 774.4kN, it is below the column maximum load bearing capacity.
79. Column C3 Roof Level
1. Dead Load from slab
= (5.4m x 3.9m) x 1.0 kN/m2 = 21.06kN
2. Dead Load from beam
= (5.4 + 3.9)m x 1.44 kN/m
= 13.392kN
Total dead load on roof level
= (21.06 + 13.392)kN = 34.452kN
3. Live Load from slab
= 21.06m2 x 0.5 kN/m2 = 10.53kN
First Level
1. Dead Load from slab
= (3.9m x 5.4m) x 3.6 kN/m2
= 75.816 kN
2. Dead Load from beam
= 3.9m x 1.44 kN/m
= 13.392kN
3. Dead load from wall
= (1.95 +2.9)m x 8.55 kN/m
= 41.4675kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (75.816 + 13.392 + 41.4675 + 2.88)kN
= 133.5555kN
5. Live Load from slab (family area)
= (2.9 x 1.95) x 2 kN/m2
= 9.75kN
6. Live Load from slab (Bedroom and corridor)
=(3.9 x 2.9) + (1.95 x 2.5) x 1.5
=24.2775kN
Total dead load on first level
= (9.75+ 24.2775)kN
= 34.0275kNkN
80. Ground Level
1. Dead Load from slab
= (5.4 x 3.9)m2 x 3.6 kN/m2
= 75.816kN
2. Dead Load from beam
= (5.4 + 3.9)m x 1.44 kN/m
= 41.4675kN
3. Dead load from wall
= none
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on ground level
= (75.816 + 41.4675+ 2.88)kN
= 120.1635kN
5. Live Load from slab (Dry kitchen and dining)
= (3.9 x 2.9)m2 x 2 kN/m2 = 22.62kN
6. Live Load from slab
= (3.9 x 2.5)m2 x 1.5 kN/m2
= 14.625kN
Total live load on ground level
= (22.62 + 14.625)kN
= 37.245kN
Ultimate Dead Load = Total dead load x 1.4 = (34.452kN 133.5555kN + 120.1635kN) x 1.4
= 403.438kN
Ultimate Live Load = Total live load x 1.6 = (10.53kN + 24.2775kN + 37.245kN) x 1.6
= 130.884kN
Total Load acting on Column A3 = 534.322kN
534.322kN < 774.4kN, it is below the column maximum load bearing capacity.
81. Conclusion
Based on the calculations we did on the load transfer of beams and columns,
we conclude that the proposed sizes and positioning of structural point is
sufficient to support both dead loads and live loads of the building and in the
same time, meeting the user’s living requirements. Through this exercise, we
learned how to design a building based on structural considerations and
propose practical building structures for future studio assignments.
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The project has a big role to bring exposure about the technicality and
rationality about what and how to build buildings in real life. Designs and ideas
which can be realized won’t contribute to the society. With a better basic
understanding on how to know whether the structures of a building can
withstand through the time, not only to stand for a short amount of time, it
gives us an insight as how to make ideas real. Not only to understand the
importance of structures, the exercise also allows us to know exactly on the
points where the members are actually vulnerable in order for us to think of a
concrete solution. An extra measure of safety to ensure the structures are
able to withstand unpredicted events in the future or a sudden shock to
certain member is always better.
Last but not least, we would like to express our token of appreciation to our
lecturers for their patience and dedication in teaching us these technical skills.
82. References:
(2013) Uniform Building By-laws 1984 (G.N. 5178/85) (1st ed.). Petaling Jaya, Malaysia:
Penerbitan Akta (M) Sdn. Bhd
Ambrose, James. (1991). Building Structures (Second Ed.). US: John Wiley & Sons,
1993.
How to Calculate the Bending Moment Diagram of a Beam. (2013). Retrieved
from http://bendingmomentdiagram.com/tutorials/how-to-find-bending-moment-
diagrams/
Jalal, Asfar. (2013, 17 November). Types of Load. Retrieved from
http://www.engineeringintro.com/mechanics-of-structures/sfd-bmd/types-of-load/
LearnEngineering.org & Imajey Consulting Engineers Pvt. Ltd. (2011). Analysis of
Beams: Shear Force and Bending Moment Diagram. Retrieved from
http://www.learnengineering.org/2013/08/shear-force-bending-moment-
diagram.html
Learn to Engineer. Uniform Distributed Loads. Retrieved from
http://learntoengineer.com/note/Uniform_Distributed_Loads
The American Wood Council (AWC). 2005, January 6. Beam Design Formulas with
Shear and Moment Diagrams (2005 Ed.). Washington, DC: American Forest &
Paper Association, Inc.
http://bendingmomentdiagram.com/tutorials/how-to-find-bending-moment-
diagrams/
http://www.iitg.ac.in/kd/Lecture%20Notes/ME101-Lecture11-KD.pdf
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