ANALYSIS AND DESIGN OF A G+7 BUILDING:

A COMPREHENSIVE APPLICATION OF
STRUCTURAL ENGINEERING PRINCIPLES

A Report Submitted in Partial Fulfilment of the Requirements for the

Final Year Project Evaluation, 7th Semester

Submitted by

Swagat Sonowal (2111017)

Jyotishmaan Das (2111028)
Chayan Gulgulia (2111131)
Vikash Kumar (2111138)

Under the guidance of

Dr. Pallab Das
Associate Professor
Department of Civil Engineering, NIT Silchar

Department of Civil Engineering

NATIONAL INSTITUTE OF TECHNOLOGY SILCHAR
2024
© NATIONAL INSTITUTE OF TECHNOLOGY SILCHAR, 2024
ALL RIGHTS RESERVED

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 DECLARATION

“ANALYSIS AND DESIGN OF A G+7 BUILDING: A

COMPREHENSIVE APPLICATION OF STRUCTURAL
ENGINEERING PRINCIPLES”

I declare that the presented thesis represents largely my own ideas and work in my
own words. Where others ideas or words have been included, I have adequately cited
and listed in the reference materials. The thesis has been prepared without resorting
to plagiarism. I have adhered to all principles of academic honesty and integrity. No
falsified or fabricated data have been presented in the thesis. I understand that any
violation of the above will cause for disciplinary action by the Institute, including
revoking the conferred degree, if conferred, and can also evoke penal action from the
sources which have not been properly cited or from whom proper permission has not
been taken.

Dr. Pallab Das

Swagat Sonowal Jyotishmaan Das Chayan Gulgulia Vikash Kumar

Department of Civil Engineering

National Institute of Technology Silchar, Assam
 CERTIFICATE

It is certified that the work contained in this report entitled ‘ANALYSIS AND
DESIGN OF A G+7 BUILDING: A COMPREHENSIVE APPLICATION OF
STRUCTURAL ENGINEERING PRINCIPLES’ submitted by Swagat Sonowal
(2111017), Jyotishmaan Das (2111028), Chayan Gulgulia (2111131), Vikash Kumar
(2111138) for the award of B.Tech is absolutely based on their own work carried out
under my supervision and that this work has not been submitted elsewhere for any
degree.

Dr. Pallab Das

Supervisor

Department of Civil Engineering

National Institute of Technology Silchar, Assam
 ACKNOWLEDGEMENT

We wish to extend our heartfelt gratitude to all the Civil Engineering Department
faculty members for their unwavering support and guidance throughout our project.
Their dedication to teaching and their willingness to share their vast knowledge have
been crucial to our learning and development.

We are deeply grateful to our respected guide, Dr. Pallab Das, for his leadership
and motivation during the project’s completion. His expert guidance was
instrumental in our success. We extend our heartfelt thanks to the professors whose
encouragement and support gave us the confidence and knowledge to tackle
challenges.

Furthermore, we sincerely appreciate everyone who contributed to our project’s

progress. The experiences gained during this project have significantly contributed to
our professional and technical development.

Swagat Sonowal Jyotishmaan Das Chayan Gulgulia Vikash Kumar

Department of Civil Engineering

National Institute of Technology Silchar, Assam
 ABSTRACT

This report presents the design and analysis of a G+7 residential building, demon-
strating the application of advanced structural engineering principles to a practical
challenge. The project, part of the final year curriculum, aims to apply theoretical
knowledge to a practical structural challenge. Thus far, the work completed includes
reviewing the architectural plan, material selection, and modeling the building’s struc-
tural framework, including beams, columns, and foundations.

The design process adheres to relevant IS codes, including IS 456:2000 for reinforced
concrete structures, IS 875 for load calculations, and IS 1893:2016 for seismic consider-
ations. Load cases such as dead loads and live loads have been calculated and applied
to the structural model. Wind load analysis, in particular, follows the guidelines set
by the National Building Code (NBC), ensuring the building’s stability under extreme
environmental conditions. The seismic analysis ensures the building’s compliance with
safety standards for earthquake-prone regions.

Currently, the project is focused on analyzing the structural performance under these
loading conditions and refining the design for safety and efficiency. The next steps
involve completing the detailed analysis, optimizing load distribution, and finalizing
the foundation design. This project provides valuable experience in the practical appli-
cation of structural design methodologies, software tools, and adherence to both local
and national building regulations.
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Contents

1 Introduction 2
1.1 Background . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
1.2 Significance of Multi-storey Buildings . . . . . . . . . . . . . . . . . . . 2
1.3 Design Methodology . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
1.3.1 Design Approaches . . . . . . . . . . . . . . . . . . . . . . . . . 3
1.4 Load Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
1.4.1 Types of Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
1.5 Aim and Scope of the Work . . . . . . . . . . . . . . . . . . . . . . . . 3
1.6 Contributions and Significance . . . . . . . . . . . . . . . . . . . . . . . 3

2 Literature Review 4
2.1 Structural Challenges in Seismic Zones . . . . . . . . . . . . . . . . . . 4
2.1.1 Key Challenges . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
2.2 IS Code Compliance in High-Rise Structures . . . . . . . . . . . . . . . 4
2.2.1 Relevant IS Codes . . . . . . . . . . . . . . . . . . . . . . . . . 4
2.2.2 Key Provisions . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
2.3 Seismic Joints and Mumty Walls . . . . . . . . . . . . . . . . . . . . . 5
2.3.1 Seismic Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
2.3.2 Mumtys . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

3 Methodology 6
3.1 Data Collection and Requirements . . . . . . . . . . . . . . . . . . . . 6
3.1.1 Client’s Requirements . . . . . . . . . . . . . . . . . . . . . . . 6
3.1.2 Architectural Framework . . . . . . . . . . . . . . . . . . . . . . 7
3.1.3 Civil Engineer’s Recommendations . . . . . . . . . . . . . . . . 11
3.1.4 Detailed Building Plan . . . . . . . . . . . . . . . . . . . . . . . 11
3.2 Software and Tools . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
3.2.1 STAAD.Pro - Structural Analysis and Design Tool . . . . . . . 12
3.2.2 CAD Software for Detailing . . . . . . . . . . . . . . . . . . . . 12
3.2.3 Final Deliverables and Reports . . . . . . . . . . . . . . . . . . 15
3.3 Specifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
3.3.1 General Properties . . . . . . . . . . . . . . . . . . . . . . . . . 15

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 3.3.2 Material Properties . . . . . . . . . . . . . . . . . . . . . . . . . 15
3.3.3 Geometric Properties . . . . . . . . . . . . . . . . . . . . . . . . 15
3.4 Load Assignments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
3.4.1 Load Combinations . . . . . . . . . . . . . . . . . . . . . . . . . 24
3.4.2 Recommendations on Load Combinations . . . . . . . . . . . . 24

4 Analysis and Design 26

4.1 Setting Up the Project . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
4.2 Defining the Geometry . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
4.3 Assigning Material Properties . . . . . . . . . . . . . . . . . . . . . . . 26
4.4 Creating Structural Elements . . . . . . . . . . . . . . . . . . . . . . . 28
4.5 Assigning Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
4.6 Defining Supports and Boundary Conditions . . . . . . . . . . . . . . . 30
4.7 Structural Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
4.8 Design of Structural Elements . . . . . . . . . . . . . . . . . . . . . . . 33
4.8.1 Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33
4.8.2 Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38
4.8.3 Slabs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46
4.8.4 Staircase . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49
4.9 Optimizing and Redesigning . . . . . . . . . . . . . . . . . . . . . . . . 50
4.10 Reviewing and Finalizing the Model . . . . . . . . . . . . . . . . . . . 50
4.11 Report Generation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50
4.12 Final Review and Approval . . . . . . . . . . . . . . . . . . . . . . . . 50

5 Pile Design 51
5.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 51
5.2 Steps to Design a Pile Foundation . . . . . . . . . . . . . . . . . . . . . 51
5.3 Pile Design and Detailing . . . . . . . . . . . . . . . . . . . . . . . . . 52
5.3.1 Design Parameters . . . . . . . . . . . . . . . . . . . . . . . . . 52
5.3.2 Load-Carrying Capacity Calculations . . . . . . . . . . . . . . . 54
5.3.3 Pile Reinforcement Detailing . . . . . . . . . . . . . . . . . . . 56
5.3.4 Pile Cap Properties and Reinforcement details . . . . . . . . . . 56
5.4 Pile Detailing with Illustrations . . . . . . . . . . . . . . . . . . . . . . 56

6 Conclusion 67

7 References 68

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List of Figures

3.1 Elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
3.2 Ground Floor Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
3.3 1st Floor Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
3.4 2nd Floor Onwards Plan . . . . . . . . . . . . . . . . . . . . . . . . . . 10
3.5 Front View of building model in STAADPro . . . . . . . . . . . . . . . 12
3.6 Side View of building model in STAADPro . . . . . . . . . . . . . . . . 13
3.7 Top View of building model in STAADPro . . . . . . . . . . . . . . . . 14
3.8 Dead Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
3.9 Live Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
3.10 Wind Definition and Calculation . . . . . . . . . . . . . . . . . . . . . 18
3.11 Windload X Direction . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
3.12 Windload Z Direction . . . . . . . . . . . . . . . . . . . . . . . . . . . 20
3.13 Seismic Parameters for Analysis . . . . . . . . . . . . . . . . . . . . . . 21
3.14 Seismic X Direction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22
3.15 Seismic Z Direction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
3.16 Load Combinations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25

4.1 Concrete Design Parameters . . . . . . . . . . . . . . . . . . . . . . . . 27

4.2 Mumpty Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28
4.3 3D view of the model . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29
4.4 SFD Diagram . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
4.5 BMD Diagram . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32
4.6 Ground Floor Beam Details . . . . . . . . . . . . . . . . . . . . . . . . 34
4.7 Detailing of Beam Reinforcement . . . . . . . . . . . . . . . . . . . . . 35
4.8 Top Floor Beam Details . . . . . . . . . . . . . . . . . . . . . . . . . . 37
4.9 Column Designs of Ground till 5th Floor . . . . . . . . . . . . . . . . . 40
4.10 Column Reinforcement Detailing . . . . . . . . . . . . . . . . . . . . . 45
4.11 Sample Slab Designs via STAADPro output Report . . . . . . . . . . . 46
4.12 Reinforcement Detailing . . . . . . . . . . . . . . . . . . . . . . . . . . 47
4.13 Slab Detailing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47
4.14 Slab Layout for all floors . . . . . . . . . . . . . . . . . . . . . . . . . . 48
4.15 Staircase Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49

NATIONAL INSTITUTE OF TECHNOLOGY SILCHAR

5.1 Excel file for calculation of no. of piles per column . . . . . . . . . . . 53
5.2 Column Layout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57
5.3 Pile Layout Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 58
5.4 Longitudinal Reinforcement Section of Pile . . . . . . . . . . . . . . . . 59
5.5 Cross Sectional Pile Design . . . . . . . . . . . . . . . . . . . . . . . . 60
5.6 6-Pile Cap Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61
5.7 7-Pile Cap Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62
5.8 9-Pile Cap Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63
5.9 6-Pile Cap Detailing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 64
5.10 7-Pile Cap Detailing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65
5.11 9-Pile Cap Detailing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66

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CHAPTER 1. INTRODUCTION 2

Chapter 1

Introduction

1.1 Background

The growing urbanization and increasing population density in Indian cities have
driven the need for multi-storey buildings, particularly G+7 residential structures.
These buildings optimize space usage and provide large living areas within limited
plot sizes. This project focuses on the design and analysis of a G+7 residential
building, ensuring structural safety, functionality, and economic viability. Using
advanced tools like STAAD.Pro, the project integrates modern engineering practices
to meet safety standards and adapt to environmental forces such as seismic and wind
loads.

1.2 Significance of Multi-storey Buildings

The construction of multi-storey buildings is crucial for urban development,

addressing housing demand and optimizing land use. In dense urban areas, vertical
expansion is essential. The G+7 residential building exemplifies high-rise
construction, integrating efficient design, quality construction, and safety standards.
This project highlights the industry’s move towards taller, complex buildings
requiring rigorous engineering and advanced tools to ensure occupant safety and
comfort under various conditions.

1.3 Design Methodology

The design of the G+7 building is guided by the principles outlined in relevant Indian
Standards (IS codes), ensuring adherence to safety and performance benchmarks for
structural stability. The major codes followed include:

• IS 456:2000: Code of Practice for Plain and Reinforced Concrete.

• IS 875: Provisions for Dead Loads, Live Loads (Pt 2) and Wind Loads (Pt 3).

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 • IS 1893:2016: Design and detailing of structures for earthquake forces.

1.3.1 Design Approaches

The project uses the Limit State Method (LSM), which considers both safety and
serviceability. Compared to older methods like the Ultimate Load Method, LSM
offers a more comprehensive approach, accounting for material behavior and
performance under typical and extreme loads.

1.4 Load Analysis

The load analysis involves calculating forces exerted by dead loads, live loads, wind,
and seismic forces, all critical for building stability.

1.4.1 Types of Loads

• Dead Loads

• Live Loads

• Wind Loads

• Seismic Loads

Each of these loads is carefully calculated using relevant IS codes to ensure that the
building can withstand all expected environmental and operational conditions.

1.5 Aim and Scope of the Work

This project aims to develop a safe, durable, and cost-effective structural design for a
G+7 residential building. The scope includes architectural design, load analysis,
material selection, seismic and wind analysis, and construction documentation,
ensuring compliance with all relevant standards.

1.6 Contributions and Significance

This work applies modern design methods, such as STAAD.Pro modeling, to ensure
the building’s safety and economic feasibility. By rigorously following IS codes, the
project creates a sustainable model for urban residential construction. It also
highlights how advanced engineering tools can address the challenges of multi-storey
building design.

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CHAPTER 2. LITERATURE REVIEW 4

Chapter 2

Literature Review

This chapter reviews literature on the structural design of high-rise buildings in

seismic zones, focusing on seismic and wind load resistance, IS code compliance, and
design features like seismic joints and mumty walls.

2.1 Structural Challenges in Seismic Zones

Buildings in seismic regions face challenges due to dynamic earthquake forces, which
impose lateral loads that can lead to structural failure. Key challenges include:

2.1.1 Key Challenges

• Dynamic Loading: Earthquakes produce lateral and vertical forces that must
be absorbed by structures.

• Soil-Structure Interaction: The building’s foundation soil significantly

impacts its seismic performance (IS: 1893-2016).

• Irregular Geometry: Vertical and plan irregularities cause torsional effects,

increasing vulnerability.

• Material Fatigue: Minor tremors over time can lead to material fatigue.

2.2 IS Code Compliance in High-Rise Structures

Compliance with Indian Standards (IS) is essential for ensuring building safety. Key
IS codes include:

2.2.1 Relevant IS Codes

1. BIS(2000). IS 456:2000 – Code of Practice for Plain and Reinforced Concrete.

2. BIS(1987). IS 875 Part 1 – Code of Practice for Design Loads - Dead Loads.

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 3. BIS(1987). IS 875 Part 2 – Code of Practice for Design Loads - Imposed Loads.

4. BIS(1987). IS 875 Part 3 – Code of Practice for Design Loads - Wind Loads.

5. BIS(1987). IS 875 Part 5 – Code of Practice for Design Loads - Special Loads
and Combinations.

6. BIS(1993). IS 13920 – Ductile Detailing of Reinforced Concrete Structures

Subjected to Seismic Forces - Code of Practice.

7. Bureau of Indian Standards (2002). IS 1893 (Part 1):2002 – Criteria for

Earthquake Resistant Design of Structures.

2.2.2 Key Provisions

• Seismic Zoning: IS: 1893 divides India into seismic zones with corresponding
design factors.

• Ductility: IS: 13920-2016 outlines reinforcement for earthquake resistance.

• Wind Loads: IS: 875 (Part 3) provides wind load distribution guidelines.

2.3 Seismic Joints and Mumty Walls

Seismic joints and mumty walls are crucial for the performance of high-rise buildings
under seismic and wind loads.

2.3.1 Seismic Joints

Seismic joints are essential in ensuring that tall buildings can withstand differential
movements during seismic events. Their use in structures like high-rise buildings in
Zone V helps mitigate torsional effects and reduce damage. Design guidelines include:
• Joint Width: IS: 4326-2013 recommends width based on building height and
seismic zone.

• Placement: Joints should be placed near irregularities or expansion lines.

• Maintenance: Proper sealing and regular inspections are necessary.

2.3.2 Mumtys

Mumtys, typically on rooftops, influence a building’s seismic behavior. Design

considerations include:
• Weight Minimization: IS: 875 (Part 2) suggests using lightweight materials.

• Reinforcement: Proper anchoring to the roof slab is necessary.

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CHAPTER 3. METHODOLOGY 6

Chapter 3

Methodology

3.1 Data Collection and Requirements

The design process of any building begins with a clear understanding of the
requirements and objectives as set by the client. For the G+7 Residential
Building project, the initial stage involved extensive data collection and the
establishment of the building’s requirements, which were provided by the client.
These requirements served as the foundation upon which the architectural and
structural design would be based.

3.1.1 Client’s Requirements

The client provided detailed expectations and specifications for the building. These
requirements typically covered aspects such as:

• Functionality: The building was intended to serve as a residential complex

with seven floors (G+7), designed to accommodate a specific number of families
or tenants. The client required ample space for apartments, with consideration
for common areas such as parking spaces, staircases, and elevators.

• Aesthetic Preferences: The client outlined the desired architectural style,

including the exterior finishes, facade treatments, and overall appearance of the
building. This was to ensure that the building’s aesthetic matched the
surrounding environment and met the client’s vision.

• Sustainability: Emphasis was placed on incorporating eco-friendly features,

such as natural ventilation, efficient energy use, and the use of sustainable
materials where possible.

• Structural Performance: The client’s requirements included safety measures

to withstand external forces, particularly seismic and wind loads. The structure
needed to be robust and able to resist these loads, especially considering that
the building would be located in an area prone to seismic activity.

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 • Budget Constraints: A clear budget was established for the entire project,
including costs for materials, labor, and contingencies. The budget would later
guide the selection of materials, the design of structural elements, and other
project decisions to ensure financial feasibility.

3.1.2 Architectural Framework

Once the initial requirements were collected, the architectural team prepared a
preliminary design based on the client’s specifications. This stage resulted in the
basic framework of the building, which included:
• Floor Layouts: The architect proposed layouts for each floor of the building,
incorporating the client’s requirements for apartment sizes, circulation spaces
(hallways, staircases), and amenities (e.g., parking area, common rooms,
elevators).

• Building Shape and Dimensions: The overall shape of the building was
decided, considering usable space and an aesthetically pleasing design. The
dimensions, including height, width, and structural arrangement, were
established.

• Space Planning: The distribution of spaces was carefully planned to ensure

functional efficiency. Apartment units, common areas, and service areas were
strategically placed to maximize comfort and accessibility.

Figure 3.1: Elevation

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Figure 3.2: Ground Floor Plan

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Figure 3.3: 1st Floor Plan

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Figure 3.4: 2nd Floor Onwards Plan

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3.1.3 Civil Engineer’s Recommendations

After the architect presented the initial framework, the civil engineer assessed its
feasibility from a structural standpoint. The civil engineer’s tasks included:

• Load Analysis: A preliminary analysis was conducted to determine dead, live,

wind, and seismic loads that the structure needed to withstand.

• Structural System Evaluation: Suitable structural systems (e.g., frame,

shear walls) were proposed to ensure safe load resistance. The design of beams,
columns, and slabs was optimized for safety and cost-effectiveness.

• Material Selection: Recommendations for materials were made based on

strength, durability, and sustainability.

• Seismic and Wind Load Considerations: The building’s design accounted

for seismic forces (based on site location) and wind loads (as per local
standards). Features like seismic joints and mumty walls were incorporated for
stability.

• Compliance with Codes and Standards: The design adhered to relevant

codes (e.g., IS: 456 for concrete, IS: 1893 for seismic design, and IS: 875 for load
considerations).

3.1.4 Detailed Building Plan

The detailed plan, developed collaboratively by the architect and civil engineer,
included:

• Revised Floor Plans: Adjustments optimized structural performance, safety

features, and functionality.

• Elevations and Sections: Detailed elevations and sectional views

demonstrated the building’s external appearance and placement of structural
components.

• Structural Elements: Finalized placement and design of beams, columns,

slabs, and shear walls, with reinforcement details and dimensions.

3.2 Software and Tools

The design and analysis of a G+7 residential building required advanced software to
perform precise structural simulations and ensure safety under various load
conditions. The following software tools were utilized:

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3.2.1 STAAD.Pro - Structural Analysis and Design Tool

STAAD.Pro was used for structural analysis and design, enabling:

• Structural Modeling: 3D models with beams, columns, slabs, and

components based on architectural drawings.

• Load Application and Combinations: Loads applied per IS: 875 (dead and
live load) and IS: 1893 (seismic). Combinations handled automatically.

• Analysis Types: Static and dynamic analysis, including response spectrum

for seismic loads and wind analysis per IS: 875 Part 3.

• Design Checks and Optimization: Compliance with IS: 456, reinforcement

detailing, and cost optimization.

3.2.2 CAD Software for Detailing

AutoCAD and Revit were employed for architectural and structural drawings,
including:

• AutoCAD: For 2D floor plans, elevations, sections, and structural details.

Figure 3.5: Front View of building model in STAADPro

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Figure 3.6: Side View of building model in STAADPro

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Figure 3.7: Top View of building model in STAADPro

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3.2.3 Final Deliverables and Reports

STAAD.Pro generated:

• Structural Drawings: Details of structural components.

• Analysis Results: Forces, moments, and code compliance reports.

• Reinforcement Details: Bar bending schedules and layouts.

These tools ensured the building’s safety, structural soundness, and regulatory
compliance, contributing to the project’s successful completion.

3.3 Specifications

3.3.1 General Properties

• Type of building: Mid Rise Residential Building (G+7)

• Type of structure: 7 storied RCC rigid jointed frame structure

• Dimensions of walls: Thickness 250 mm external walls and 125 mm internal

walls

3.3.2 Material Properties

• Grade of concrete: M25

• Type of steel: HYSD of grade Fe500

3.3.3 Geometric Properties

• Height of Ground floor: 3.35m.

• Height of each floor above Ground Floor: 3.15m for all the floors.

• Depth of Plinth above GL: 610 mm

• Depth of slab: 175 mm for all floors.

• Beam size: 300 mm x 450 mm

• Column size: 300 mm x 500 mm

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3.4 Load Assignments

In structural design, accurate load assignments are essential to ensure the building’s
safety and stability under various conditions. The primary loads considered are dead
load, live load, wind load, and seismic load, all of which must be applied per relevant
standards.

• Dead Load Dead load represents the permanent weight of the building’s
structural components (e.g., beams, columns, floors) and is calculated based on
the material’s unit weight and volume. In STAAD.Pro, dead load is
automatically calculated based on the building geometry and material
properties, providing a constant force throughout the structure’s life.

Figure 3.8: Dead Load

16
• Live Load Live load accounts for temporary or variable loads, such as
occupants, furniture, and equipment. The magnitude is determined based on
IS: 875 Part 2, which specifies different loads for various building functions
(e.g., residential, commercial). STAAD.Pro allows for defining these loads
according to the building’s intended use.

Figure 3.9: Live Load

17
• Wind Load calculations are performed as per IS: 875 (Part 3) using the basic
wind speed for Guwahati (Vb = 50 m/s). The wind load generally becomes
effective for structures taller than 10 meters. The following formulas are used:
The design wind pressure, pz , at height z is given by:

pz = 0.6 · Vz2 (in kN/m2 )

Where:
V z = V b · k 1 · k2 · k3

- Vb : Basic wind speed (50 m/s for Guwahati),

- k1 : Risk coefficient (1.0 for general structures),
- k2 : Terrain, height, and structure size factor (based on Terrain Category 2),
- k3 : Topography factor (1.0 for flat terrain).
The horizontal force, F , on the building facade is calculated as:

F = pz · A · Cf

Where: - A: Surface area subjected to wind pressure,

- Cf : Force coefficient (from IS: 875 Table 7).

Figure 3.10: Wind Definition and Calculation

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Figure 3.11: Windload X Direction

19
Figure 3.12: Windload Z Direction

20
• Seismic Loads are calculated following IS: 1893 (Part 1), considering
Guwahati’s location in Seismic Zone V (Z = 0.36). STAAD.Pro employs
response spectrum analysis to simulate the building’s response under seismic
activity. The following equations are applied:
The design horizontal seismic coefficient, Ah , is given by:

Z · I · Sa
Ah =
2·R

Where: - Z = 0.36: Zone factor for Seismic Zone V,

- I = 1.2: Importance factor (for commercial/residential buildings),
- R = 5.0: Response reduction factor (ductile moment-resisting frame),
- Sa : Spectral acceleration coefficient (from IS: 1893 Fig. 2).
The seismic base shear, VB , is:

VB = Ah · W

Where: - W : Total seismic weight of the structure.

Figure 3.13: Seismic Parameters for Analysis

21
Figure 3.14: Seismic X Direction

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Figure 3.15: Seismic Z Direction

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3.4.1 Load Combinations

STAAD.Pro generates load combinations, such as dead, live, wind, and seismic loads
acting together, based on IS: 456. These combinations are necessary to simulate
worst-case scenarios, ensuring the structure can handle multiple loads simultaneously
with appropriate safety factors.

3.4.2 Recommendations on Load Combinations

Designing structures to withstand various load conditions is critical for safety and
resilience. Standards like **IS: 456** (Indian Standard) and **ASCE 7-16**
(American Standard) provide guidelines to ensure structures are safe under typical
and extreme conditions. Below are key load combinations derived from **IS: 456**:

1. 1.5 × DL (Dead load only)

2. 1.2 × (DL + LL + Sx) (Dead, live, and seismic load in X direction)
3. 1.2 × (DL + LL + Sz) (Dead, live, and seismic load in Z direction)
4. 1.2 × (DL + LL + Wx) (Dead, live, and wind load in X direction)
5. 1.2 × (DL + LL − Wx) (Dead, live, and wind load in negative X direction)
6. 1.2 × (DL + LL + Wz) (Dead, live, and wind load in Z direction)
7. 1.2 × (DL + LL − Wz) (Dead, live, and wind load in negative Z direction)
8. 1.5 × (DL + Wx) (Dead and wind load in X direction)
9. 1.5 × (DL − Wx) (Dead and wind load in negative X direction)
10. 1.5 × (DL + Wz) (Dead and wind load in Z direction)
11. 1.5 × (DL − Wz) (Dead and wind load in negative Z direction)
12. 0.9 × DL + 1.5 × Sx (Dead and seismic load in X direction)
13. 0.9 × DL − 1.5 × Sx (Dead and seismic load in negative X direction)
14. 0.9 × DL + 1.5 × Sz (Dead and seismic load in Z direction)
15. 0.9 × DL − 1.5 × Sz (Dead and seismic load in negative Z direction)
16. 0.9 × DL + 1.5 × Wx (Dead and wind load in X direction)
17. 0.9 × DL − 1.5 × Wx (Dead and wind load in negative X direction)
18. 0.9 × DL + 1.5 × Wz (Dead and wind load in Z direction)
19. 0.9 × DL − 1.5 × Wz (Dead and wind load in negative Z direction)

Incorporating these combinations in structural analysis tools like STAAD.Pro

ensures compliance with IS: 456 standards and helps create structures that are
robust under diverse loading scenarios. These guidelines are critical for balancing
safety and cost-efficiency.

24
Figure 3.16: Load Combinations

25
CHAPTER 4. ANALYSIS AND DESIGN 26

Chapter 4

Analysis and Design

4.1 Setting Up the Project

To design a building in STAAD.Pro, the process begins with setting up the project.
This includes launching the software, selecting appropriate units of measurement
(e.g., kN, m), and creating a new model. The structure’s type (e.g., building, bridge)
and main configuration are defined to set the foundation for subsequent steps.

4.2 Defining the Geometry

The building’s geometry is defined to represent the structural layout:

• Grid Lines: Vertical and horizontal grid lines are set up for precise alignment
of structural components.

• Building Dimensions: Nodes, beams, columns, slabs, and other elements are
created to define the length, width, and height.

• Floor Layouts: Each floor of the structure is modeled, from the ground floor
to the roof, including intermediate floors.

4.3 Assigning Material Properties

• Define Materials: Materials like concrete and steel are assigned based on the
design requirements. STAAD.Pro includes standard materials, or custom
properties can be added.

• Material Properties: Parameters such as compressive strength (M 25 for

concrete) and grade (F e500 for steel) are specified along with Young’s modulus
and other relevant properties.

NATIONAL INSTITUTE OF TECHNOLOGY SILCHAR

Figure 4.1: Concrete Design Parameters

27
4.4 Creating Structural Elements

• Beams and Columns: Modeled according to the building layout, with

cross-sections defined.

• Slabs and Roofs: Slabs for each floor are included to ensure accurate
representation.

Figure 4.2: Mumpty Beams

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Figure 4.3: 3D view of the model

29
4.5 Assigning Loads

• Dead Load: Dead loads include the self-weight of the structure, permanent
loads like floor finishes, and other constant loads. STAAD.Pro calculates these
based on material and geometry.

• Live Loads: Live loads account for variable loads such as occupants and
furniture. These are applied per IS: 875 Part 2, based on the building’s function
(e.g., residential, commercial).

• Wind Loads: Wind loads are applied as per IS: 875 Part 3, using factors like
height, shape, location, and terrain. Wind pressures for windward and leeward
sides are considered to evaluate stability.

• Seismic Loads: Seismic loads are calculated based on IS: 1893, considering
factors such as seismic zone, importance factor, response reduction factor, and
the building’s dynamic properties.

4.6 Defining Supports and Boundary Conditions

Supports are applied to the base of the structure, either as fixed (resisting all
movements) or pinned (resisting vertical loads only). Boundary conditions, such as
soil interaction, are set to replicate real-world constraints.

4.7 Structural Analysis

• Static Analysis: Evaluates the effects of applied loads on the structure,

calculating internal forces and displacements.

• Dynamic Analysis: For seismic zones, a dynamic analysis (e.g., response

spectrum analysis) is conducted to understand the building’s behavior during
earthquakes.

• Load Combinations: Load combinations per IS: 875 and IS: 1893 are applied
to simulate realistic and extreme scenarios.

30
Figure 4.4: SFD Diagram

31
Figure 4.5: BMD Diagram

32
4.8 Design of Structural Elements

4.8.1 Beams

Ground Floor Beam Details

Design

Deflection Direction Y

33
 Bending Moment Direction Y

Shear Force Direction Y

Figure 4.6: Ground Floor Beam Details

34
Figure 4.7: Detailing of Beam Reinforcement

35
Top Floor Beam Details

Design

Deflection Direction Y

36
Bending Moment Direction Y

Shear Force Direction Y

Figure 4.8: Top Floor Beam Details

37
4.8.2 Columns

Column Reinforcement Details

Ground Floor

1st Floor

38
2nd Floor

3rd Floor

39
 4th Floor

5th Floor

Figure 4.9: Column Designs of Ground till 5th Floor

40
Top Floor Column Detailing

6th Floor

Deflection Direction X

41
Deflection Direction Y

Deflection Direction Z

42
Shear Direction Y

Shear Direction Z

43
Bending Direction Y

Bending Direction Z

44
Figure 4.10: Column Reinforcement Detailing

45
4.8.3 Slabs

Figure 4.11: Sample Slab Designs via STAADPro output Report

46
Figure 4.12: Reinforcement Detailing

Figure 4.13: Slab Detailing

47
Figure 4.14: Slab Layout for all floors

48
4.8.4 Staircase

Figure 4.15: Staircase Design

49
4.9 Optimizing and Redesigning

• Optimization: Adjustments to member sizes and material strengths are made

for cost efficiency and structural performance.

• Redesign: Failed elements are redesigned by modifying dimensions or

reinforcement details.

4.10 Reviewing and Finalizing the Model

• Review Results: Analysis results, including deflections, stress distribution,

and forces, are reviewed for accuracy.

• Final Verification: The model is verified to ensure correctness in geometry,

loads, and boundary conditions.

4.11 Report Generation

• Generate Reports: Detailed reports, including calculations, design checks,

and reinforcement details, are generated from STAAD.Pro.

• Documentation: All relevant information is documented for submission.

4.12 Final Review and Approval

• Peer Review: The design is validated by senior engineers or faculty members.

• Final Submission: The finalized model, drawings, and analysis reports are
submitted for approval.

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CHAPTER 5. PILE DESIGN 51

Chapter 5

Pile Design

5.1 Introduction

Pile foundations are deep foundations used to transfer loads from a structure to a
deeper layer of soil or rock, providing stability and bearing capacity in cases where the
upper soil layers are weak or highly compressible. These foundations are particularly
essential in regions with poor soil conditions or where high loads must be supported.
Piles are classified based on construction techniques into driven, bored, or cast-in-situ
types. For this project, cast-in-situ reinforced concrete piles were selected due to their
adaptability to the site’s geotechnical conditions and cost-effectiveness. For this
design, IS 2911:2010 ”Design and Construction of Pile Foundations” has been referred
to for guidelines and methodologies.

5.2 Steps to Design a Pile Foundation

The design of a pile foundation involves the following key steps:

1. Assessment of Soil Properties Conduct a detailed geotechnical investigation

to determine the soil profile, including soil type, cohesion, angle of internal
friction, and bearing capacity. Calculate the allowable bearing pressure and
identify the strata capable of bearing the design loads.

2. Determination of Pile Type and Material Based on the soil conditions

and the load requirements, choose an appropriate pile type (e.g., driven piles,
cast-in-situ piles) and material (e.g., reinforced concrete, steel).

3. Load Calculations Determine the vertical, lateral, and uplift forces acting on
the pile. Apply factors of safety as per IS 2911 guidelines to account for
uncertainties in loading and soil properties.

4. Estimation of Pile Capacity Calculate the axial load-carrying capacity of

the pile using:

NATIONAL INSTITUTE OF TECHNOLOGY SILCHAR

 • Skin friction between the pile surface and surrounding soil.
• End bearing resistance at the pile tip.

Use empirical formulas and charts provided in IS 2911 for these calculations.

5. Pile Group Design (if applicable) For structures requiring multiple piles,
calculate the group efficiency to ensure load sharing among all piles in the
group.

6. Pile Detailing Design the pile reinforcement based on bending moments,

shear forces, and axial loads. Provide reinforcement details, including
longitudinal bars, stirrups, and spacers, as per IS 456:2000.

7. Settlement Analysis Perform a settlement analysis to ensure that the

settlement of the pile or pile group is within permissible limits as per IS
standards.

8. Structural Design of Pile Cap Design the pile cap to distribute the loads
from the superstructure to the piles uniformly.

5.3 Pile Design and Detailing

5.3.1 Design Parameters

The design parameters for the pile foundation in this project are as follows:

• Pile Type: Cast-in-situ reinforced concrete piles.

• Diameter: 450 mm.

• Length: 11.5 m (varies based on soil strata).

• Safe Bearing Capacity, Qsafe : 250 kN per pile.

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Figure 5.1: Excel file for calculation of no. of piles per column

53
5.3.2 Load-Carrying Capacity Calculations

1. Skin Friction:
∑
Qs = (π × D × L × fs )

Where D is the pile diameter, L is the length in a particular soil layer, and fs is
the skin friction coefficient.

2. End Bearing Resistance:

Q b = A × qb

Where A is the cross-sectional area of the pile tip and qb is the bearing
resistance at the pile tip.

3. Total Load-Carrying Capacity:

Qu = Qs + Qb

Safety factor applied:

Qu
Qsafe =
2.5
Design of Pile

Pile Dimensions and Properties

• Total Length of Pile: 11.5 m

• Total Diameter of Pile: 0.45 m = 450 mm

• Effective Length of Pile, Le :

2
Le = × 12 m = 7.667 m
3

• Slenderness Ratio, Le /B:

8.000
Le /B = = 17.037 > 12
0.45
Hence, the pile acts as a long column.

Calculation of Minimum Eccentricity

L D
emin = + = 0.038 m = 38 mm
500 30

54
Moment Calculation
Axial Load × 1.5 × emin
M=
5
Taking maximum load for a 4-pile group:

(775.32 × 1.5) × 0.039

M= = 4.953 kNm
5

Correction Factor for Long Column

Le
Cr = 1.25 − = 0.895062
48B

Design Moment and Load

M
Mu = = 5.6310 kNm
Cr
1.5 × Axial Load
Pu = = 259.8659 kN
5 × Cr

Reinforcement Design

• Clear Cover for Pile: 75 mm

• Ratio of Cover to Diameter:

d′
= 0.166667
D

• Axial Load Design Factor:

Pu Pu
= = 0.0642
fck D2 20 × D2

• Moment Design Factor:

Mu Mu
= = 0.0031
fck D 3 20 × D3

• From Chart No. 61 of SP:16, the amount of reinforcement required is very

minimal. Hence, nominal reinforcement is provided:

Ast = 0.4% × Area of Pile

0.4 × 3.14 × D2
Ast = = 635.85 mm2
4 × 100
• Reinforcement Provided: 4 bars of 16 mm ϕ and 4 bars of 12 mm ϕ.

55
Lateral Ties

• Minimum Volume of Lateral Reinforcement per Meter Length of Pile:

0.2 × 3.14 × D2 × 1000

V = = 317, 925 mm2
4 × 100

• Volume of a Tie (8 mm ϕ):

3.14 × 82 × (450 − 75)

Vtie = = 18, 840 mm3
4

• Lateral Ties Provided: 8 mm ϕ @ 150 mm c/c.

5.3.3 Pile Reinforcement Detailing

• Main Reinforcement: 4 bars of 16 mm diametre and 4 bars of 12mm

diametre placed longitudinally along the pile.

• Stirrups: 8 mm diameter bars spaced at 150 mm center-to-center for its entire

length of 11.5m.

• Concrete Grade: M25.

• Clear Cover: 50 mm.

5.3.4 Pile Cap Properties and Reinforcement details

• Thickness: 1.2 m.

• Reinforcement: Top and bottom layers with 12 mm diameter bars spaced at

150 mm c/c.

5.4 Pile Detailing with Illustrations

Figures depicting the detailed pile foundation design are shown below. These include:

• Column and Pile Layouts.

56
Figure 5.2: Column Layout

57
Figure 5.3: Pile Layout Plan

58
• Longitudinal section of the pile with reinforcement details.

Figure 5.4: Longitudinal Reinforcement Section of Pile

59
• Cross-sectional view showing the arrangement of bars and cover.

Figure 5.5: Cross Sectional Pile Design

60
Figure 5.6: 6-Pile Cap Design

61
Figure 5.7: 7-Pile Cap Design

62
Figure 5.8: 9-Pile Cap Design

63
Figure 5.9: 6-Pile Cap Detailing

64
Figure 5.10: 7-Pile Cap Detailing

65
Figure 5.11: 9-Pile Cap Detailing

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CHAPTER 6. CONCLUSION 67

Chapter 6

Conclusion

In the project entitled ”Analysis and Design of a G+7 Residential Building,” a

comprehensive structural design was planned, analyzed, and developed. The building
was subjected to detailed load calculations, including dead load, live load, seismic
load, and wind load. For seismic and wind analysis, advanced computational methods
were utilized through STAAD.Pro, adhering to the provisions of IS: 456, IS: 875, and
IS: 1893. The load combinations were determined, and the maximum values were
used to design structural elements such as beams, columns, and footings.

Dynamic analyses highlighted critical aspects, including mumty walls, seismic gaps,
and the influence of lateral forces. Redesigning overstressed members and optimizing
reinforcement ensured the structure’s safety and material efficiency. Detailed
structural drawings and reinforcement plans were developed, adhering to precision
and compliance with Indian Standard codes.

This project highlights the effective integration of advanced engineering tools and
Indian Standard codes to design a resilient G+7 residential building. The scope of
future work includes the addition of shear walls to improve lateral stability further.
Additional exploration of advanced damping systems, sustainable materials, and
real-time testing methods could provide further refinement and innovation in
structural design.

NATIONAL INSTITUTE OF TECHNOLOGY SILCHAR

CHAPTER 7. REFERENCES 68

Chapter 7

References

• (2000). IS 456:2000 – Code of Practice for Plain and Reinforced Concrete.

• BIS (1987). IS 875 Part 1 – Code of Practice for Design Loads - Dead Loads.

• BIS (1987). IS 875 Part 2 – Code of Practice for Design Loads - Imposed Loads.

• BIS (1987). IS 875 Part 3 – Code of Practice for Design Loads - Wind Loads.

• BIS (1987). IS 875 Part 5 – Code of Practice for Design Loads - Special Loads
and Combinations.

• BIS (1993). IS 13920 – Ductile Detailing of Reinforced Concrete Structures

Subjected to Seismic Forces - Code of Practice.

• BIS (2002). IS 1893 (Part 1):2002 – Criteria for Earthquake Resistant Design of
Structures.

• BIS (1963). IS 2502 – Code of Practice for Bending and Fixing of Bars for
Concrete Reinforcement.

• Bureau of Indian Standards (2010). IS 2911 (Part 2): Design and Construction
of Bored Cast In Situ Piles - Code of Practice.

• BIS (2005). SP 7: National Building Code of India (Group 1 to 5).

• BIS. SP 34 – Handbook on Concrete Reinforcement and Detailing.

• BIS. SP 16 – Design Aids for Reinforced concrete to IS:456:1978.

• Guwahati Metropolitan Development Authority (2005). Guwahati Building Con-

struction (Regulation) Bye Laws, 2005.

• National Building Code of India (NBC). National Building Code of India.

• V. N. S. Murthy. Geotechnical Engineering: Principles and Practices of Soil

Mechanics and Foundation Engineering.

NATIONAL INSTITUTE OF TECHNOLOGY SILCHAR

• Ashok Kumar Jain. Reinforced Concrete: Limit State Design.

• Bentley Systems. STAAD.Pro: Structural Analysis and Design Software.

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