analysis of a reinforced concrete building

7/24/2019 Analysis of a reinforced concrete building

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CE 68: Structural Design I

(Reinforced Concrete Design)

Course Project Report

Design of 4-Storey

Reinforced Concrete

Commercial Building

Department of Civil EngineeringCollege of Engineering

Central Mindanao University

Authors:

Joyzelle Ann C. Janiola

Ronel B. Ebron

Joseph Christer A. Guzman

Mario P. Jumawan Jr.

Braff Wynne Y. Natinga

Lecturer:

Engr. Richard J. Aquino

13 March 2015


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Certification

This is to certify that part or parts of our work was not copied from some-body else work. A proper and full referencing was included for all ideasincluding plans, drawings, pictures and diagrams taken from the internetand other sources.

For the materials which is quoted essentially word-for-word is given in quo-tation marks and referenced.

Signed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Signed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Signed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Signed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Signed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

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Executive Summary

The reinforced concrete structure analyzed is located at T.N. PepitoSt., Poblacion, Valencia City. It is a four-storey building which is fif-teen meters high. It is a reinforced concrete structure with commercialand office spaces at the ground floor and a hotel from the second floorup to the third floor. The building has five bays at its longest side andtwo bays at its shortest side. To improve the safety of the building,metal escape routes are installed in the right side of the building.

The analysis of the building focuses only on Frame 2 shown inFigure 4.11 in Chapter V. The loads applied in the frame where in-

dividually calculated. These loads were then input on the softwareGRASP (Graphical Rapid Analysis of Structures Program). Differentload combinations are used to determine which load combination canproduce the maximum effect in terms of moment, shear force and axialforce.

To simplify the analysis and design, several design aids were used.One of which is the interaction diagram for columns shown in FigureA.3 and Figure A.4. Spreadsheets were also used in the design andanalysis of the structural members. The design of the structural mem-bers were based on the computed loads. Beam dimension were found tobe 500mm x 280 mm, 480mm x 280m and 450mm x 250mm for beamA and B, beam C, and beam D, respectively. Column sections were

also determined: 450mm x 400mm for column 1; 400mm x 300mm forcolumn 2; 400mm x 350mm for column 3; and 400mm x 300mm forcolumn 4.

For the slabs, analysis and design were done according to the provi-sions provided by NSCP. In addition, slabs used in the structure wereassumed to be one-way slabs. The slabs is 130mm thick and uses 9-12mm diameter bars. Footing 1 has a dimension of 2.0 m x 2.0 mand utilizes 15-16 mm diameter bars. Footing 2 has a dimension of1.7m x 1.7 m and uses 13-16 mm diameter bars. For a more detaileddiscussion of the result refer to Chapter V of the book.

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Contents

1 Project Background 11

1.1 Project Description . . . . . . . . . . . . . . . . . . . . . . . . 111.2 Objectives of the Study . . . . . . . . . . . . . . . . . . . . . 111.3 Scope and Limitation . . . . . . . . . . . . . . . . . . . . . . 111.4 Project Outline/Workflow . . . . . . . . . . . . . . . . . . . . 12

1.4.1 Conceptualizing . . . . . . . . . . . . . . . . . . . . . 121.4.2 Considering the Design Standards . . . . . . . . . . . 121.4.3 Computing the Structural Loads . . . . . . . . . . . . 121.4.4 Design of Structural Members . . . . . . . . . . . . . . 121.4.5 Checking . . . . . . . . . . . . . . . . . . . . . . . . . 121.4.6 Construction of the Written Report . . . . . . . . . . 12

2 Reinforced Concrete Materials 132.1 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

2.1.1 Main ingredients of concrete . . . . . . . . . . . . . . . 132.1.1.1 Portland Cement . . . . . . . . . . . . . . . . 142.1.1.2 Coarse and Fine Aggregates . . . . . . . . . 142.1.1.3 Water . . . . . . . . . . . . . . . . . . . . . . 152.1.1.4 Admixtures . . . . . . . . . . . . . . . . . . . 15

2.1.2 Compressive strength . . . . . . . . . . . . . . . . . . 152.1.3 Tensile strength . . . . . . . . . . . . . . . . . . . . . . 152.1.4 Stress-strain curve . . . . . . . . . . . . . . . . . . . . 162.1.5 Modulus of elasticity . . . . . . . . . . . . . . . . . . . 162.1.6 Creep and shrinkage . . . . . . . . . . . . . . . . . . . 172.1.7 Quality control . . . . . . . . . . . . . . . . . . . . . . 18

2.2 Deformed Steel Bars . . . . . . . . . . . . . . . . . . . . . . . 182.2.1 Philippine standard bars . . . . . . . . . . . . . . . . . 182.2.2 Stress-strain diagram . . . . . . . . . . . . . . . . . . . 202.2.3 Yield strength . . . . . . . . . . . . . . . . . . . . . . 212.2.4 Modulus of elasticity . . . . . . . . . . . . . . . . . . . 21

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3 Design Methods 22

3.1 Strength Design Method (SDM) . . . . . . . . . . . . . . . . 223.1.1 Description of SDM . . . . . . . . . . . . . . . . . . . 223.1.2 NSCP Design Assumptions . . . . . . . . . . . . . . . 223.1.3 Loads and Load Combinations . . . . . . . . . . . . . 233.1.4 NSCP Safety Provisions . . . . . . . . . . . . . . . . . 25

3.2 Structural Analysis and Design . . . . . . . . . . . . . . . . . 263.2.1 Structural Analysis Methods . . . . . . . . . . . . . . 26

3.2.1.1 Classical Methods . . . . . . . . . . . . . . . 263.2.1.2 NSCP Moment and Shear Coefficient . . . . 263.2.1.3 Computer Programs . . . . . . . . . . . . . . 27

3.2.2 Structural Design Procedures . . . . . . . . . . . . . . 28

3.2.2.1 Design of Beams . . . . . . . . . . . . . . . . 283.2.2.2 Design of Slabs . . . . . . . . . . . . . . . . . 293.2.2.3 Design of Columns . . . . . . . . . . . . . . . 293.2.2.4 Design of Footings . . . . . . . . . . . . . . . 30

4 Plans and Specifications 324.1 Architectural Drawings . . . . . . . . . . . . . . . . . . . . . . 32

4.1.1 Perspective . . . . . . . . . . . . . . . . . . . . . . . . 324.1.2 Floor plans . . . . . . . . . . . . . . . . . . . . . . . . 324.1.3 Cross-sections . . . . . . . . . . . . . . . . . . . . . . . 324.1.4 Elevations . . . . . . . . . . . . . . . . . . . . . . . . . 33

4.2 Structural Drawings . . . . . . . . . . . . . . . . . . . . . . . 434.2.1 Frames . . . . . . . . . . . . . . . . . . . . . . . . . . 434.2.2 Foundation plan . . . . . . . . . . . . . . . . . . . . . 434.2.3 Floor framing plans . . . . . . . . . . . . . . . . . . . 434.2.4 Floor slab plans . . . . . . . . . . . . . . . . . . . . . 43

5 Results and Discussion 545.1 Structural Analysis and Design Assumptions . . . . . . . . . 545.2 Computed Design Loads . . . . . . . . . . . . . . . . . . . . . 55

5.2.1 Dead load . . . . . . . . . . . . . . . . . . . . . . . . . 555.2.2 Live load . . . . . . . . . . . . . . . . . . . . . . . . . 57

5.2.3 Wind load . . . . . . . . . . . . . . . . . . . . . . . . . 575.2.4 Earthquake load . . . . . . . . . . . . . . . . . . . . . 595.2.5 Factored loads and Load combinations . . . . . . . . . 59

5.3 Structural Analysis Results . . . . . . . . . . . . . . . . . . . 615.3.1 Design Envelope . . . . . . . . . . . . . . . . . . . . . 61

5.4 Structural Design Results . . . . . . . . . . . . . . . . . . . . 665.4.1 Beam sizes, bars, stirrups, sketches . . . . . . . . . . . 665.4.2 Column sizes, bars, ties, sketches . . . . . . . . . . . . 685.4.3 Slab sizes, bars, sketches . . . . . . . . . . . . . . . . . 705.4.4 Footing sizes, bars, sketches . . . . . . . . . . . . . . . 72

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6 Conclusion and Recommendations 75

6.1 Conclusion . . . . . . . . . . . . . . . . . . . . . . . . . . . . 756.2 Recommendations . . . . . . . . . . . . . . . . . . . . . . . . 76

A Design aids 77A.1 Table . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77A.2 Chart . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77

B Structural analysis 83

C Design Computations 96

References 116

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List of Figures

2.1 Main Ingredients of Concrete, adapted from several sources.[23], [27], [25], [26], [24] . . . . . . . . . . . . . . . . . . . . . 14

2.2 Stress-Strain Curve of Concrete . . . . . . . . . . . . . . . . . 162.3 Creep Diagram, adapted from www.lh3.ggpht.com . . . . . . 172.4 Identifying Marks on Rebars . . . . . . . . . . . . . . . . . . . 202.5 Stress-Strain Curve of Steel . . . . . . . . . . . . . . . . . . . 21

4.1 Perspective View . . . . . . . . . . . . . . . . . . . . . . . 344.2 First Floor Plan . . . . . . . . . . . . . . . . . . . . . . . . 354.3 Second Floor Plan . . . . . . . . . . . . . . . . . . . . . . . 364.4 Third Floor Plan. . . . . . . . . . . . . . . . . . . . . . . . 374.5 Roof Deck Plan . . . . . . . . . . . . . . . . . . . . . . . . 384.6 Section Thru A-A . . . . . . . . . . . . . . . . . . . . . . . 39

4.7 Front Elevation(Left) and Rear Elevation(Right) . . . 404.8 Right Elevation . . . . . . . . . . . . . . . . . . . . . . . . 414.9 Left Elevation. . . . . . . . . . . . . . . . . . . . . . . . . . 424.10 Building Framing . . . . . . . . . . . . . . . . . . . . . . . . . 444.11 Frame 1 and 2 . . . . . . . . . . . . . . . . . . . . . . . . . . 454.12 Frame 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 464.13 Frame A, B and C . . . . . . . . . . . . . . . . . . . . . . . . 474.14 Frame D and E . . . . . . . . . . . . . . . . . . . . . . . . . . 484.15 Frame F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 494.16 Foundation Plan . . . . . . . . . . . . . . . . . . . . . . . . . 504.17 Second Floor Framing Plan . . . . . . . . . . . . . . . . . . . 51

4.18 Third Floor Framing Plan . . . . . . . . . . . . . . . . . . . . 524.19 Rooof Deck Framing Plan . . . . . . . . . . . . . . . . . . . . 53

5.1 Design Envelope for Moment . . . . . . . . . . . . . . . . . . 625.2 Design Envelope for Shear . . . . . . . . . . . . . . . . . . . . 635.3 Design Envelope for Axial Loads . . . . . . . . . . . . . . . . 645.4 Beam Schedule . . . . . . . . . . . . . . . . . . . . . . . . . . 675.5 Column Schedule . . . . . . . . . . . . . . . . . . . . . . . . . 695.6 Slab Schedule . . . . . . . . . . . . . . . . . . . . . . . . . . . 715.7 Slab Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71

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5.8 Sketch of Footing 1 . . . . . . . . . . . . . . . . . . . . . . . . 73

5.9 Sketch of Footing 2 . . . . . . . . . . . . . . . . . . . . . . . . 74

A.1 Minimum Design Densities, adapted from NSCP Table 204-1,p 2-7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 78

A.2 Minimum Design Dead Loads, adapted from NSCP Table204-2, p 2-8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79

A.3 Interaction Diagram adapted from Nilson et.al,. . . . . . . . . 81A.4 Interaction Diagram . . . . . . . . . . . . . . . . . . . . . . . 82

B.1 Structural Analysis . . . . . . . . . . . . . . . . . . . . . . . . 90B.2 Strtuctural Analysis . . . . . . . . . . . . . . . . . . . . . . . 91B.3 Structural Analysis . . . . . . . . . . . . . . . . . . . . . . . . 92B.4 Structural Analysis . . . . . . . . . . . . . . . . . . . . . . . . 93B.5 Structural Analysis . . . . . . . . . . . . . . . . . . . . . . . . 94B.6 Structural Analysis . . . . . . . . . . . . . . . . . . . . . . . . 95

C.1 Interation Diagram for Column 1 . . . . . . . . . . . . . . . . 103C.2 Interaction Diagram for Column 2 . . . . . . . . . . . . . . . 106C.3 Interaction Diagram for Column 3 . . . . . . . . . . . . . . . 109C.4 Interaction Diagram for Column 4 . . . . . . . . . . . . . . . 112

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List of Tables

2.1 Steel Reinforcement Information: Philippine Standard . . . . 192.2 Steel Reinforcement Information: ASTM . . . . . . . . . . . . 19

3.1 Minimum Thickness of One-Way Slabs . . . . . . . . . . . . . 29

5.1 Dead Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . 565.2 Live Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 575.3 Wind Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . 585.4 Seismic Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . 595.5 Maximum Moment for Beams . . . . . . . . . . . . . . . . . . 595.6 Maximum Shear for Beams . . . . . . . . . . . . . . . . . . . 605.7 Maximum Moment for Columns . . . . . . . . . . . . . . . . . 605.8 Maximum Shear for Columns . . . . . . . . . . . . . . . . . . 605.9 Maximum Axial LOad . . . . . . . . . . . . . . . . . . . . . . 60

5.10 B eam Design . . . . . . . . . . . . . . . . . . . . . . . . . . . 665.11 Column Schedule . . . . . . . . . . . . . . . . . . . . . . . . . 685.12 S LAB DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . . 705.13 Footing Schedule . . . . . . . . . . . . . . . . . . . . . . . . . 72

A.1 Design Aid for Wind Load . . . . . . . . . . . . . . . . . . . . 77A.2 Design Aid for Seismic Load . . . . . . . . . . . . . . . . . . . 80

B.1 Wind Load Analysis . . . . . . . . . . . . . . . . . . . . . . . 84B.2 Wind Load Analysis . . . . . . . . . . . . . . . . . . . . . . . 85B.3 Seismic Load . . . . . . . . . . . . . . . . . . . . . . . . . . . 86

B.4 Seismic Load . . . . . . . . . . . . . . . . . . . . . . . . . . . 87B.5 Seismic Load . . . . . . . . . . . . . . . . . . . . . . . . . . . 88B.6 Seismic Load . . . . . . . . . . . . . . . . . . . . . . . . . . . 89

C.1 Design of Beam A . . . . . . . . . . . . . . . . . . . . . . . . 97C.2 Design of Beam B . . . . . . . . . . . . . . . . . . . . . . . . 98C.3 Design of Beam C . . . . . . . . . . . . . . . . . . . . . . . . 99C.4 Design of Beam D . . . . . . . . . . . . . . . . . . . . . . . . 100C.5 Design of Column . . . . . . . . . . . . . . . . . . . . . . . . . 101C.6 Design of Column . . . . . . . . . . . . . . . . . . . . . . . . . 102

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C.7 Design oc Column 2 . . . . . . . . . . . . . . . . . . . . . . . 104

C.8 Design of Column 2 . . . . . . . . . . . . . . . . . . . . . . . 105C.9 Design of Column 3 . . . . . . . . . . . . . . . . . . . . . . . 107C.10 Design of Column 3 . . . . . . . . . . . . . . . . . . . . . . . 108C.11 Design of Column 4 . . . . . . . . . . . . . . . . . . . . . . . 110C.12 Design of Column 2 . . . . . . . . . . . . . . . . . . . . . . . 111C.13 design of Footing 1 . . . . . . . . . . . . . . . . . . . . . . . . 113C.14 Design of Footing 2 . . . . . . . . . . . . . . . . . . . . . . . . 114C.15 Des ign of Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . 115

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Acknowledgements

The authors would like to express their sincere appreciation to allthe generous persons who have helped them from the start, those whoare always at their side in all hardships and sacrifices, those people whoare always with them through thick and thin, those who have acceptedand loved them for who they are, and for those persons who never leftthem through all the obstacles in life.

To Engr. Richard J. Aquino, for his intellectual contributions, en-couragement, guidance, understanding, helpful criticism, and time inanswering the authors query when they are in doubt.

To their classmates and friends who were never tired of giving themwarm friendship, encouragement and cherished memories, and manyothers who had been an inspiration to the authors.

To their families, who were always on their back, who supportedthem with all they can emotionally, physically, spiritually, morally, andfinancially, who always enfold them with care, understanding, patience,and an unconditional love.

And above all, to the Almighty God in Heaven, for all the guidanceand blessings that He has showered the authors all the way.

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Chapter 1

Project Background

1.1 Project Description

Structural design is the methodical investigation of the stability, strengthand rigidity of structures. The basic objective in structural analysis and de-sign is to produce a structure capable of resisting all applied loads withoutfailure during its intended life. The primary purpose of a structure is totransmit or support loads. If the structure is improperly designed or fabri-cated, or if the actual applied loads exceed the design specifications, the de-vice will probably fail to perform its intended function, with possible seriousconsequences. A well engineered structure greatly minimizes the possibility

of costly failures.

1.2 Objectives of the Study

The activity generally aims to evaluate a reinforced concrete commercialbuilding. Specifically it aims to fulfill the following objectives:

1. Compute all the loads acting on the structure. This loads include thedead load, live load, wind load and earthquake load.

2. Analyse and design the structural members ie., beams, columns, slab,

and footing according to the computed loads.

3. Determine whether the building is properly designed.

1.3 Scope and Limitation

The project aims to analyse a reinforced concrete structure.

1. The project is only limited in the analysis and design of one way slabs.

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2. Environmental loads except wind loads and seismic loads are excluded

in the design.

3. The project is also limited to the analysis of Frame 2.

1.4 Project Outline/Workflow

1.4.1 Conceptualizing

The building plan was first obtained from the city engineers office ofValencia. The work was then divided among the members of the group.

1.4.2 Considering the Design Standards

The design standards used in analysis was referred to the National Struc-tural Code of the Philippines, 2010, Sixth Edition

1.4.3 Computing the Structural Loads

The structural loads (i.e., dead load, live load, seismic load, wind load)were computed with the aid of spreadsheet. The factors and the mini-mum design dead loads were referred to the National Structural Code ofthe Philippines, 2010, Sixth Edition. The computed structural loads were

then used in the analysis. sstructural analysis was then done with the aidof GRASP.

1.4.4 Design of Structural Members

The design of structural members were done with aid of spreadsheet

1.4.5 Checking

To verify the results acquired in the previous step, the shear and momentcapacity of each structural members were taken. For the design to be ac-cepted the design strength must be larger than the factored loads, (Mn)

Factored loads.

1.4.6 Construction of the Written Report

The written report will be created using LATEX. The format used wasthe one the instructor provided.

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Chapter 2

Reinforced Concrete Materials

Reinforced concrete is the combination of concrete and steel wherein thesteel reinforcement provides the tensile strength lacking in concrete (McCor-mac and Brown, 2013).

Nowadays, reinforced concrete is one of the most widely used construc-tion material. This is because it is economical, has a considerable com-pressive strength, a low-maintenance material, great resistance to fire a andwater, and compared to other construction materials, it has a very long ser-vice life.

2.1 Concrete

According to McCormac and Brown (2013), concrete is a mixture ofsand, gravel, crushed rock, or other aggregates held together in a rocklikemass with a paste and cement. For Badea and Iures (1988), concrete is anartificial stone which is obtained after hardening the homogenous mixturesof cement, water, aggregates and sometime admixture and/or additive tomodify the fresh and hardened concrete property.

2.1.1 Main ingredients of concrete

Concrete is basically made of aggregates, cement and water. Sometimes,admixtures are added to modify the property of the concrete. Figure 2.1shows the main ingredients of concrete.

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Figure 2.1: Main Ingredients of Concrete, adapted from several sources.[23], [27], [25], [26], [24]

2.1.1.1 Portland Cement

As cited by Montiero, Portland cement is a hydraulic cement capable ofsetting, hardening and remaining stable under water. Additionally, portlandcement is a fine powder, gray or white in color, that consists of a mixtureof hydraulic cement materials comprising primarily calcium silicates, alumi-nates and aluminoferrites [19].

ASTM designated five types of portland cement. These cement primar-ily differ in their C3Acontent and fineness. They also differ in their rate ofhydration and ability to resist sulfate attacks.

TYPE USE

I For use when the special properties specified for any othertype are not required.

II For general use, more especially when moderate sulfateresistance is desired.

III For use when high early strength is desired.IV For use when a low heat of hydration is desired.

V For use when high sulfate resistance is desired.

2.1.1.2 Coarse and Fine Aggregates

Aggregate is a granular material such as sand, gravel, crushed stone andiron blast-furnance slag and when used with cementing medium forms a hy-draulic cement concrete or mortar(NSCP 402).

According to NSCP 403.4.1, concrete aggregates shall conform to one ofthe following specifications:

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Specification for Concrete Aggregates (ASTM C 33);

Specifications for Lightweight Aggregates for structural Concrete (ASTMC 330)

Sizes of concrete aggregates must be referred to NSCP 403.4.2.

2.1.1.3 Water

Water added to hydraulic cement must conform to ASTM C1602 / C1602M- 12 (Standard Specification for Mixing Water Used in the Production of

Hydraulic Cement Concrete) or to NSCP 403.5.

2.1.1.4 Admixtures

From NSCP 402,an admixture is defined as a material other than water,aggregate, or hydraulic cement used as an ingredient of concrete added toconcrete before or during its mixing to modify its properties.

In adding admixtures, the admixture must conform to provisions stiipu-lated in NSCP 403.7.

2.1.2 Compressive strength

Compressive strength is a measure of a materials ability to withstandcompressive forces, where it is squeezed laterally [8].

The compressive strength of concrete is determined by testing a 28-dayconcrete specimen. Concrete compressive strength requirement can varyfrom 17MPa for residential concrete and 28MPa and higher in commercialstructures. Higher strengths up to and exceeding 70MPa are specified forcertain application.

2.1.3 Tensile strength

Tensile strength measures the ability of concrete to resist lateral forces,or to resist being pulled apart from either side [9]. While concrete has afairly high compressive strength, it generally has a poor tensile strength.

The tensile strength of concrete varies from about 8% to 15% of itscompressive strength. That is why reinforcements are needed to compensatethe low tensile strength of the concrete.

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2.1.4 Stress-strain curve

The stress-strain curve of a materials shows the relationship betweenstress and strain. Stress-strain curve of various materials vary widely. Thestress-strain curve may also vary when different loads are used.

Figure 2.2 show the stress-strain curve of concrete when applied withdifferent loads.

Figure 2.2: Stress-strain curve of concrete, adapted from McCormac, et.al.

2.1.5 Modulus of elasticity

As defined in NSCP 402, modulus of elasticity is the ratio of normalstress to corresponding strain for tensile or compressive stresses below pro-

portional limit of material.

The modulus of elasticity of the concrete Ec as adopted in the modifiedACI code can be calculated by the formula given below:

Ec = 0.043w1.5c

fc (NSCP 408.6.1)

Ec = 4700

fc (NSCP 408.6.1)

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2.1.6 Creep and shrinkage

Creep is the time dependent increase in strain of a solid body underconstant or controlled stress (Fanourakis and Ballim, 2003). It is also theproperty of materials by which they continue deforming over considerablelength of time under sustained stress (Buyukozturk, 2004). In concrete,creep deformations are generally larger than elastic deformation and thuscreep represents an important factor affecting the deformation behavior.

Figure 2.3: Creep Diagram, adapted from www.lh3.ggpht.com

.

Shrinkage are deformations in the concrete in the absence of appliedloads. In contrast with creep,shrinkage is the time-dependant decrease inconcrete volume compared with the original placement volume of concrete(SCA, nd).

To control shrinkage the following are suggested [5] :

1. Keep the amount of mixing water to a minimum;

2. Cure the concrete well;

3. Place the concrete for wall, floors, and other large items in small sec-tions;

4. Use constructio joints to control the position of cracks;

5. Use shrinkage reinforcements; and

6. Use appropriate dense and nonporous aggregates.

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2.1.7 Quality control

Inspection forms an integral part in quality control. The purpose ofquality control is to check that the requirements of the specification are be-ing complied. For mill produced material quality control can be monitoredeasily. Concrete in contrast, is produced at the site, and its final qualitiesare affected by a number of factors.

Some of the factors that affect the quality of concrete is the rate of hydra-tion and agggregates. The compressive strength, tensile strength, modulusof elasticity, and the creep and shrinkage in concrete also affects the qualityof the concrete. Hence, concrete quality must be closely monitored suchthat it satisfies the provisions in NSCP 405.

2.2 Deformed Steel Bars

Reinforced concrete is a concrete embedded with deformed steel barsalso known as reinforcing bars or rebars. A deformed steel bar is a commonsteel bar, and is commonly used as a tensioning device in reinforced con-crete construction and reinforced masonry structures. Deformed bars areusually formed from carbon steel. The surface of the bar is provided withlugs or protrusions (herein-after called deformations) which inhibit longitu-dinal movement of the bar relative to the concrete which surrounds the bar

in such construction, hence, providing mechanical anchorage.

2.2.1 Philippine standard bars

Rebars are cylindrical steel bars characterized by its protruding lugs ordeformations, and are used to reinforce concrete and give it tensile strength[22].Rebars are manufactured in standard sizes and lengths with different strengths.Rebars must be made in accordance with Philipppine National Standardsfor Steel bars for Concrete, or PNS 49 for steel bars sizes 10mm up to 36mm.PNS 211, for rebar sizes 6mm up to 8mm.

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Table 2.1: Steel Reinforcement Information: Philippine StandardBar Size Designation Nominal Area,mm2 Nominal Mass, kg/m

10 79 0.61812 113 0.89016 201 1.58020 314 2.46525 491 3.851

28 616 4.83132 804 6.31036 1019 7.98642 1385 10.87058 2642 20.729

Table 2.2: Steel Reinforcement Information: ASTMBar Size Designation Nominal Area,mm2 Nominal Mass, kg/m

9.5 71 0.56012.7 129 0.99415.9 199 1.55219.1 284 2.23522.2 387 3.04225.4 510 3.97328.7 645 5.06032.3 819 6.40435.8 1006 7.90743.0 1452 11.38057.3 2581 20.240

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Figure 2.4: Identifying Marks on Rebars , adapted fromhttp://www.steelasia.com/conw.htm

.

2.2.2 Stress-strain diagram

Stress strain curve depicts the behavior of a material when it is subjectedto load. In this diagram stresses are plotted along the vertical axis and as

a result of these stresses, corresponding strains are plotted along the hori-zontal axis[11]. Figure 2.5 shows the variation of the stress-strain diagramof different standard steels.

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Figure 2.5: Stress-Strain Curve of Steel, adapted from www.metalpass.com.

2.2.3 Yield strength

Yield point is the point where the stress-strain diagram becomes al-most horizontal and the corresponding stress is known as the yield stress oryieldstrength.Yield strength is the stress at which a material has undergonesome arbitrarily chosen amount of permanent deformation, often 0.2 percent(Britannica Encyclopedia, 2015). The yield strength of steel varies due tomaterials used in the fabrication of steel.

2.2.4 Modulus of elasticity

As defined in NSCP 402, modulus of elasticity is the ratio of normalstress to corresponing strain for tensile or compressive stresses below pro-portional limit of material.

The modulus of elasticity can be used to describe the elastic properties ofobjects like wires, rods or columns when they are stretched or compressed.It can also be used to predict the elongation or compression of an object aslong as the stress is less than the yield strength of the material.

According toNSCP 408.6.2, modulus of elasticity,Es, of non-prestressedreinforcement can be taken as 200,000 MPa.

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Chapter 3

Design Methods

3.1 Strength Design Method (SDM)

3.1.1 Description of SDM

Strength design method is a design method based on the calculatedstrength of a structural member given by the Code. Compared to its pre-decessors, the strength design method provides a more realistic factor ofsafety for the design. The method also provides a more consistent theorythroughout the design process. It also allows a more flexible design thanthose provided by the working-stress method. In addition, the method uses

a more uniform safety factor against collapse.

Strength design method (SDM) is based on the ultimate strength of thestructural members assuming a failure condition, whether due to the crush-ing of concrete or due to the yield of reinforced steel bars. Although thereis additional strength in the bar after yielding (due to Strain Hardening),this additional strength in the bar is not considered in the analysis or designof the reinforced concrete members. In the strength design method, actualloads or working loads are multiplied by load factor to obtain the ultimatedesign loads. The load factor represents a high percentage of factor forsafety required in the design. The ACI code which is adapted by the NSCP

code emphasizes this method of design.

3.1.2 NSCP Design Assumptions

NSCP design assumptions are stated in section 410.3.

As stated inNSCP 410.3.2, strength in reinforcement in concrete shall beassumed directly proportional to the distance from the neutral axis,exceptthat, for deep flexural beams, an analysis that considers a distribution ofstrain shall be used.

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Maximum usable strain at extreme concrete compression fiber shall beassumed equal to 0.003 (NSCP 410.3.3).

Stress in reinforcement below specified yield strength fy shall be takenas Es times steel strain and for strains greater than the corresponding yieldstrength, stress in reinforcement can be taken as equal to fy(NSCP 410.3.4 ).

Concrete stress of 0.85fc shall also be assumed uniformly distributedover an equivalent compression zone bounded by edges of the cross-sectionand a straight line located parallel to the nuetral axis at a distance a = 1cfrom the fiber of maximum compression strain (NSCP 410.3.7.1 ).

From NSCP 410.3.7.2, the factor 1 shall be taken using the formulabelow:

0.85, 17MPa fc 28MPa (3.1)

0.85 0.05

7 (fc 28), 28MPa f

c 56MPa (3.2)

0.65, fc 56MPa (3.3)

3.1.3 Loads and Load Combinations

Structural loadings are broadly classified as vertical loads, horizontalloads and longitudinal loads. The vertical loads consist of dead load, liveload and impact load. The horizontal loads comprises of wind load andearthquake load. The longitudinal load comprises of tractive and brakingforce.

The study only focuses on the dead load, live load due to occupancy,wind loads, and earthquake loads applied to the structure.

1. Dead load

Dead loads consist of weight of all materials and fixed equipment in-corporated into the building or other structure (NSCP 202).

For minimum design dead loads refer to NSCP Table 204-2.

2. Live load

Live loads are those loads produce by the use and occupancy f thebuilding or other structure and do not include dead load, constructionload, or environmental load such as wind load, earthquake load andfluid load (NSCP 202).

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3. Wind load

When structures block the wind flow, the winds kinetic energy is con-verted into a potential energy of pressure, which causes wind loadings.The effect of wind on a structure depends upon the density and veloc-ity of air, angle of incidence, shape and stiffness of the structure, andthe roughness of its surface.

Velocity pressure shall be determined using the formula below.

qz = 47.3x106KzKztKdV

2Iw (207-15)

Design wind pressure for buildings should be determined using the

equation below.

p= qGCp qh(GCpi) (207-17)

4. Earthquake load

Earthquakes produce loadings on a structure through its interactionwith the ground and its response characteristics. These loadings re-sults from the structures distortion caused by the grounds movementand the lateral resistance of the structure.

Design base shear shall be calculated using the following equation:

V =CvI

RW (208-4)

And should not exceed the following:

V =2.5CaI

R W (208-5)

And should not be less than

V = 0.11CaIW (208-6)

V = 0.8ZNvI

R W (208-7)

5. Factored loads and Load combinations

According to NSCP 202, factored load is the product of the load spec-ified in NSCP section 204 through 208 and a load factor.

U = 1.4D (403-1)

U= 1.2D+ 1.6L (403-2)

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U= 1.2D+ 1.6L + 0.8W (403-3)

U= 1.2D+ 1.6W+ 1.0L (403-4)

U= 1.2D+ 1.0E+ 1.0L (403-5)

U = 0.90D+ 1.0E (403-7)

3.1.4 NSCP Safety Provisions

Structural members must always be proportioned to resist loads greaterthan service or actual loads, in order to provide proper safety against failure.In the stength design method, the member is designed to resist the factoredloads which are obtained by multiplying the factored loads with live loads.

Different factors are used for different loadings. As dead loads can beestimated quite accurately, their load factors are smaller than those of liveloads, which have a high degree of uncertainity. Several load factor con-ditions must be considered in the design to compute the maximum andminimum design forces. Reduction factors are used for some combinationsof loads to reflect the low probability of their simultaneous occurrences .

In addition to the load factors, the NSCP code specifies another factor toallow an additional reserve in the capacity of the structural member. Thenominal strength is generally calculated using accepted, analytical proce-dures based on statistics and equilibrium. However, in order to account for

the degree of accuracy within which the nominal strength can be calculatedand for adverse variations in materials and dimensions, a strength reduc-tion factor () should be used in the strength design method. Values of thestrength reduction factor (Phi) are:

For flexure of tension controlled sections, 0.9. (NSCP 409.4.2.1 )

For shear and torsion, 0.75. 409.4.2.3

For compression members with spiral reinforcement, 0.70. (NSCP 409.4.2.2)

For compression members with laterla ties, 0.65. (NSCP 409.4.2.2)

These factors are used to account the uncertainties of material strengths,inaccuracies in the design equation, approximations in analysis, possiblevariations in the dimension of the concrete sections and placement of rein-forcement, the importance of members in the structures of which they arepart and so on (McCormac, 2013).

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Design strength Factored loads (3.4)

(Nominal strength) Load factor Service load (3.5)

Pn Pu (3.6)

Mn Mu (3.7)

Vn Vu (3.8)

.

3.2 Structural Analysis and Design

Structural analysis and design were performed with the aid of computerprograms. The analysis of the structure is done with the aid of GRASP(Graphical Rapid Analysis of Structures Program).

The design of beams, footings, column and slabs are done with the aidof Microsoft Excel Spreadsheet. The maximum shear, moment and axialload used in designing the structural members are taken from the analysisof frames. For the design of column, the interaction diagram is used.

3.2.1 Structural Analysis Methods

3.2.1.1 Classical Methods

These days the analysis of most structures are carried out with the aidof computer programs based on the stiffness method or so-called matrixmethod of structural analysis. Stiffness method is a subset of the more gen-eral analysis method called the finite element method. Engineers cannotsimply rely on the generated output from a computer program when de-signing a structure as there could be many sources of errors such as inputdata errors (due to misunderstanding of input parameters) and modellingerrors. Classical methods of analysis provide means of checking computergenerated outputs.

3.2.1.2 NSCP Moment and Shear Coefficient

The Code tabulated the moment and shear coefficient as an alternate toframe analysis provided that (NSCP 408.4.3):

1. There are two or more spans;

2. Spans are approximately equal, with he larger of the two adjacentspans not grater than the shorter by more than 20 percent;

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3. Loads are uniformly distribute;

4. Unfactored live load does not exceed three times the unfactored deadload; and

5. Members are prismatic.

POSITIVE MOMENTEnd spansDiscontinous end unrestrained . . . . . . . . wul

2n/11

Discontinous end integral with support wul2n/14

Interior spans . . . . . . . . . . . . . . . . . . . . . . . . . wul2n/16

NEGATIVE MOMENT

at interior face offirst interior supporttwo spans . . . . . . . . . . . . . . . . . . . . . . . . . . . . . wul

2n/9

more than two spans . . . . . . . . . . . . . . . . . . wul2n/10

at other face of interior supports . . . . . . wul2n/11at face of all support for:

slab with spans not exceeding;beams where rati of sum ofcolumn stiffness to beam stiffnessexceeds eight at each of the span . . . . . . wul

2n/12

at interior face of each support

for members builtintegrally with supportwhere support is spndrel . . . . . . . . . . . . . . wul

2n/24

where support is a column . . . . . . . . . . . . wul2n/16

SHEARat face of interior support . . . . . . . . . . . . . 1.5wuln/2at face of all support .. . . . . . . . . . . . . . . . . wuln/2

3.2.1.3 Computer Programs

AutoCAD AutoCAD is an industry leader in 2D and 3D CAD software,and in design, drafting, modeling, architectural drawing, and engineeringsoftware.[15]

Graphical Rapid Analysis of Structures Program Graphical Rapid Analysis ofStructures Program, GRASP, is a user-friendly software for two dimensionalanalysis of framed structures, specially developed Windows. GRASP pro-vides an interactive, easy to use, graphical environment for modelling andanalysis of two-dimensional structures.

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Spreadsheet Spreadsheet applications or sometimes referred to simply as

spreadsheets, are computer programs that let you create and manipulatespreadsheets electronically. Spreadsheet application simulates a physicalspreadsheet by capturing, displaying, and manipulating data arranged inrows and columns. Nowadays, spreadsheets are widely used in a variety ofcalculations such as in structural analysis.

3.2.2 Structural Design Procedures

The structural design procedures developed are based on provisions pro-vided by NSCP 2010 and ACI.

3.2.2.1 Design of BeamsThe beam section is assumed with a b (beam width) toh (beam height)

ratio ranging from 112

to 2. Identify the ultimate momentMu. This ultimatemoment,Mu, is identified with the aid of any structural analysis program.

Compare design momentMn with the ultimate momentMu. IfMn Mu, the design is good. If not, redesign the section.

Determine the steel ratio .

=

1

m

1

1 2Rn

0.85fc

(3.9)

The value of must not be less than

min=1.4

fy(3.10)

nor greater than

max= 0.85fcfy

1

cucu+ s

(3.11)

The minimum required reinforcing area is then calculated with the for-

mula As = bd. Determine the number of reinforcing bars by dividing therequired steel area by the area of one reinforcing bar.

n= Asdb2

4

(3.12)

Check the spacing of the reinforcing bars. Spacing between reinforcingbars must not be less than 25 mm.

s=b 2c 2ds ndb

n 1 (3.13)

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3.2.2.2 Design of Slabs

The slab was primarily designed as a one-way slab.Compute the minimum thickness of the slab based on NSCP Table 409-1 asshown in Table 3.1.

Table 3.1: Minimum Thickness of One-Way SlabsElement Simply One End Both End Cantilever

supported continuous continuous

One way solid slab l/20 l/24 l/28 l/10

According to NSCP 4078.1, a minimum concrete cover is to be provided

for concrete not exposed to weather or in contact with ground, for slabs with36 diameter bars and smaller minimum concrete cover is 20 mm.

Use the maximum moment given by the load combination U = 1.2D+1.6L.

Check adequacy of slab thickness in terms of resisting shear by satisfyingthe following equation:

Vu 0.53

fcbd (3.14)

Shrinkage and temperature reinforcements shall be provided in structuralslabs when the flexural reinforcements extends to one direction only (NSCP

407.13.1 ).As,min= 0.0018bh (3.15)

Calculate the steel required steel ratio, .

Determine the required reinforcing steel area As,min,where As,min isequal to bd. The required number of reinforcing bars is determined bydividingAs,min with the area of a reinforcing bar.

3.2.2.3 Design of Columns

Select the column section and the diameter of reinforcing bars. Then

compute the factored axial load (Pu) and moment (Mu). Compute the loadeccentricity, e.

e=MuPu

(3.16)

Compute Kn and Rn, using the formula below.

Kn = PufcAg

(3.17)

Rn = Pne

fcAgh (3.18)

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Determine to know which interaction diagram is applicable.

=center to centerdistanceofouterbars

h (3.19)

PlotKn andPn in the interaction diagram and determine the steel ratiog.

Useg in the formula As= gbdto determine the required steel area forthe column section.

To determine the number of reinforcing bars use the formula below.

n= Asdb24

(3.20)

3.2.2.4 Design of Footings

The factored loads are computed. Then, footing thickness is assumed.The self weight of the footing and the weight of soil on top of the footing arecomputed.The effective allowable soil pressure, qe for superimposed serviceloads are then computed.

qe = qa dfs ftc (3.21)

Required footing area is computed using the formula

Arequired=D+ L

qe(3.22)

Check the adequacy of the effective depth, d, by determining the punch-ing shear and beam shear.

The average punching shear in the footing will be taken using the formulabelow:

Vc =

fcbod

1/31 + 2

sdbo

+ 2

Beam shear can be taken as

Vc =1

6

fcbd (3.23)

For an adequate design Vc must be greater than or equal to Vu. Use 0.75 for shear.

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Determine the ultimate moment Mu. Use equation 3.9 to calculate the

steel ratio required in the footing. DetermineAs and compute the numberof bars required.

Clear spacing between the reinforcing bars can be taken using the for-mula below.

s=B 2c ndb

2

4

n 1 (3.24)

As stipulated in the NSCP code, spacing between reinforcing bars shouldnot be less than 25mm.

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Chapter 4

Plans and Specifications

4.1 Architectural Drawings

Architectural drawings are drawings that shows how a structure shouldlook like when it is finished. This includes the site plan, perspective, floorplans, section plans and elevations.

4.1.1 Perspective

Perspective view is a view of a three-dimensional image that portraysheight, width, and depth. This allows the viewer to get a more realistic

image or graphic. [13] Drawing that shows the exterior view of an object oran assembly, without any parts removed. With cutaway (sectional) viewsit shows parts normally hidden from the observer. Also called perspectivedrawing. Shown in Figure 4.1 is the perspective drawing of the buildinganalyzed for this project.

4.1.2 Floor plans

A floor plan is a drawing that shows a room as seen from above. Thefloor plan shows the lay out of the building. Floor plans also show the di-mensions of the buildings, often, it shows the dimension of the doors and

windows.

The floor plans of the building are shown in Figure 4.2, Figure 4.3, Figure4.4, and Figure 4.5.

4.1.3 Cross-sections

A section drawing shows what you would see if you made a vertical cutthrough the building, took one half away, and looked into the other half.

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Sections and sectional views are used to show hidden detail more clearly.

They-are created by using a cutting plane to cut the object.

4.1.4 Elevations

A non-perspective drawing of a property from the front, rear, or sidethat indicates how the planned or existing structure is situated.[17]

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Figure 4.1: Perspective View

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Figure 4.2: First Floor Plan

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Figure 4.3: Second Floor Plan

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Figure 4.4: Third Floor Plan

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Figure 4.5: Roof Deck Plan

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Figure 4.6: Section Thru A-A

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Figure 4.7: Front Elevation(Left) and Rear Elevation(Right)

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Figure 4.8: Right Elevation

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Figure 4.9: Left Elevation

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4.2 Structural Drawings

The structural drawings shows how a building or structure will be built.It also includes the sizes and type of materials to be used in the construction.

Structural drawings includes: Framing plan (columns and beams), Floorslabs and Footing plan.

4.2.1 Frames

The building frame shows the arrangement of the beams and columnsin a two-dimensional drawing. For the project only Frame 2 is analyzed.The result of the analysis of Frame 2 is used for the design of the structuralmembers.

4.2.2 Foundation plan

Foundation Plan is a top view of the footings or foundation walls, show-ing their area and their location by distances between centerlines and bydistances from reference lines or boundary lines. Actually, it is a horizon-talsection view cut through the walls of the foundation showing beams,girders, piers or columns, and openings, along with dimensions and internalcomposition.[18]

4.2.3 Floor framing plans

A plan of each floor of a building showing the makeup of beams andgirders on that floor, and their connections, using a simplified system ofsymbols and drafting linework.

4.2.4 Floor slab plans

Floor slab plans show what type of slab is used for the flooring.

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Figure 4.10: Building Framing

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Figure 4.11: Frame 1 and 2

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Figure 4.12: Frame 3

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Figure 4.13: Frame A, B and C

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Figure 4.14: Frame D and E

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Figure 4.15: Frame F

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Figure 4.16: Foundation Plan

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Figure 4.17: Second Floor Framing Plan

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Figure 4.18: Third Floor Framing Plan

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Figure 4.19: Rooof Deck Framing Plan

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Chapter 5

Results and Discussion

5.1 Structural Analysis and Design Assumptions

The following assumptions shown in Table 5.1 are used in the analysisand design of the structure. The assumptions for material strength are takenfrom the provisions in the NSCP code.

The sections of the beam and column where assumed based on the plan.

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Parameter Value Units Remarks

Material Strength

fc 21 MPa speficied compressive strengthat 28 days

fy 276 MPa steel yield strengthEs 200000 MPa strain of rebars

Other Assumptions

df 2.0 m depth of footing for astable structure

ave 20.435 kPa average weight ofthe soil and concrete

qa 215.657 kPa the allowable soil pressure

Structural Sections

BeamA 500 x 280 mm beam sectionB 500 x 280 mm beam sectionC 480 x 280 mm beam sectionD 450 x 250 mm beam section

ColumnC1 450 x 400 mm column sectionC2 400 x 300 mm column section

C3 mm column sectionC4 mm column sectionFooting

F1 2.0 x 2.0 m footing areaF2 1.5 x 1.5 m footing area

Slabhf 130 mm

5.2 Computed Design Loads

The computation of design loads are based on the provisions given inNSCP 2010.

5.2.1 Dead load

In the determination of the dead loads, the design loads stipulated inNSCP 2010 as shown in Figure A.1 and Figure A.2 are used. The computeddesign dead loads acting on frame 2 are shown in Table 5.1.

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Table 5.1: Dead Load

Dead Load

Second Third Roof Roof Floor Floor Deck Frame

BeamA 3.36B 3.36C 3.2256 3.2256D 3.2256

Slab

Trapeziodal 4.68 7.1604 4.68Rectangular 4.68 4.68 4.68

Traingular 7.1604 7.1604 7.1604Metal Deck

Trapeziodal 0.21 0.21 0.21Rectangular 0.21 0.21 0.21

Traingular 0.3213 0.3213 0.3213Column

C3 2.88C4 3.36

Wall

Masonry 7.6725 8.1675 8.1675Plaster 1.488 1.584 1.584

Floor FinishingTrapeziodal 1.155 1.155 1.155Rectangular 1.155 1.155 1.155

Traingular 1.76715 1.76715 1.76715Mechanical Duct

Trapeziodal 0.3 0.3 0.3 0.3Rectangular 0.3 0.3 0.3 0.3

Traingular 0.459 0.459 0.459 0.459Ceiling

Trapeziodal 0.075 0.075 0.075 0.075Rectangular 0.075 0.075 0.075 0.075

Traingular 0.11475 0.11475 0.11475 0.11475Roof

Top chord 0.596128Bottom Chord 0.596128

Angle Bar 0.073045Purlins 0.397419

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5.2.2 Live load

The live load is computed by multiplying the design live load with thetributary width and the span length. The live load applied on frame 2 isshown in Table 5.2.

Table 5.2: Live Load

Live Load

Second Third Roof Roof Floor Floor Deck Frame

Live LoadRectangular 2.85 2.85 2.85

Trapezoidal 2.85 2.85 2.85Triangular 4.3605 4.3605 4.3605

Balcony

5.2.3 Wind load

The structure belongs to class IV - Standard Occupancy and exposurecategory D. The geography in the vicinity is a flat terrain where kzt is 1.0.The roof is also assumed with an angle of 10 degrees. Table 5.3 shows thecomputed wind load.

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Table 5.3: Wind Load

For Front, Rear and Left Side

For Windward WallP4.5 = 0.7004 kPaP6 = 0.731 kPa

P7.5 = 0.75548 kPaP9 = 0.78064 kPaP12 = 0.81736 kPaP15 = 0.84798 kPa

For Leeward WallsP = -0.5965 kPa

For sidewallsP = -0.7642 kPa

For Right side

Windward Walls

P4.5 = 0.69626 kPaP6 = 0.72686 kPa

P7.5 = 0.75134 kPaP9 = 0.7765 kPaP12 = 0.81322 kPa

P13.5 = 0.82818 kPaLeeward walls

P = -0.5826 kPaSide Walls

P = -0.7463 kPaWindward Roof

P = -0.32 kPaLeeward Roof

P = -0.746 kPa

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5.2.4 Earthquake load

The computation of the seismic load is done with the aid of spreadsheetand the provisions in NSCP Tables 108-2 to 108-8. Due to unavailability ofsoil type data, the soil is assumed to be SD. The obtainedCt was 0.0731.From Table 108.5 and 108.6, the seismic coefficient and framing system were0.44Naand 8.5, respectively. Shown in Table 5.4 are the seismic load actingon each floor and frame.

Table 5.4: Seismic Loads

Seismic Loads

1st Level 2nd Level 3rd Level 4th Level

Frame 2 59.932 111.219 150.452 43.392

5.2.5 Factored loads and Load combinations

Table 5.5, Table 5.6, Table 5.7 and Table 5.8 shows that the load com-bination U = 1.2D+ 1.0E+ 1.0L gives the largest value for the factoredloads in terms of moment for beams and columns. While load combinationU = 1.4D gives the smallest factored load. Maximum axial load is given bythe load combination U = 1.2D+ 1.0E+ 1.0L, as shown in Table 5.9.

Table 5.5: Maximum Moment for Beams

Load CombinationMumax

left middle right

1.4D 73.467 29.623 60.8731.2D +1.6L 80.326 38.013 72.882

1.2D + 1.6L + 0.80W 86.904 37.72 66.8471.2D + 1.6W + 1.0L 86.967 33.147 53.235

1.2D + 1.0E +1.0L 216.114 24.562 58.7330.90D + 1.0E 139.333 10.835 84.667

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Table 5.6: Maximum Shear for Beams

Load CombinationVumax

left middle right

1.4D 88.749 2.806 83.1381.2D +1.6L 101.751 1.668 98.415

1.2D + 1.6L + 0.80W 104.642 4.379 95.7041.2D + 1.6W + 1.0L 97.543 7.367 82.81

1.2D + 1.0E +1.0L 150.187 60.01 30.1660.90D + 1.0E 115.119 59.87 4.621

Table 5.7: Maximum Moment for Columns

Load CombinationMumax

left middle right

1.4D 1.01 1.534 2.1751.2D +1.6L 2.954 0.543 1.859

1.2D + 1.6L + 0.80W 13.979 0.43 6.8021.2D + 1.6W + 1.0L 24.22 0.625 10.349

1.2D + 1.0E +1.0L 176.43 15.624 145.1820.90D + 1.0E 175.496 15.535 144.0426

Table 5.8: Maximum Shear for Columns

Load CombinationVumax

left middle right

1.4D 0.216 0.216 0.2161.2D +1.6L 0.891 0.891 0.891

1.2D + 1.6L + 0.80W 5.125 4.29 1.0691.2D + 1.6W + 1.0L 8.5956 7.286 0.893

1.2D + 1.0E +1.0L 59.558 59.558 59.5580.90D + 1.0E 59.245 59.245 59.245

Table 5.9: Maximum Axial LOad

Load Combination Pumax1.4D 471.11

1.2D +1.6L 561.6661.2D + 1.6L + 0.80W 567.69

1.2D + 1.6W + 1.0L 496.061.2D + 1.0E +1.0L 591.91

0.90D + 1.0E 426.48

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5.3 Structural Analysis Results

The results of the structural analysis will be further discussed in thefollowing sections.

5.3.1 Design Envelope

Design envelope for shear, moment and axial loads are taken fromGRASP. The design envelope can serve as a guide in the design of thestructural members.

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Figure 5.1: Design Envelope for Moment

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Figure 5.2: Design Envelope for Shear

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Figure 5.3: Design Envelope for Axial Loads

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Maximum and minimum moments The maximum and minimum moments are

used as basis for the limitation of the cross-section and reinforcements of thestructural members. For the design, only the maximum moment is used.

The maximum moment acting on the beam is 216.114 kN-m which canbe found at the leftmost beam in the second floor. A 24.562 kN-m and58.773kN-m moment is also acting on the middle san and right support ofthe same beam. For roof beams the maximum moments are 25.801 kN-m,7.371 kN-m and 9.41 kN-m for left support, middle span and right support,respectively.

The maximum moment for the columns is 175.43 kN-m. In the design

of columns this moment will be utilized.

Maximum and minimum shear forces The maximum shear with a magnitudeof 150.187 kN is also found acting on the same beam. A 69.028 kN and30.166kN shear magnitude is also acting on the middle span and right sup-port of the same beam.

The maximum shear acting on the exterior columns is equal to 50.2kNand 59.6kN for interior columns. Both columns are found on the groundfloor.

Maximum axial forces Maximum axial force is 591.91kN. This axial force willbe used in the design of footings and columns.

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5.4 Structural Design Results

Structural design of the structural members (i.e beams, slabs, footingsand columns) are based on the calculated maximum moment, shear andaxial force.

5.4.1 Beam sizes, bars, stirrups, sketches

Th beam sections were determined to have the dimensions and reinforce-ment shown in Table 5.10. All the beams in the structure requires 8-20mmdiameter bars for the reinforcement. For the stirrups, 10 mm diameter barswith seismic hooks are used: five at 50 mm; 6 bars at 100 mm; and 120 mmfor the rest.

Table 5.10: Beam Design

BEAM DESIGN

Beam Dimension Reinforcement Spacing StirrupsA 500 mm x 280 mm 8-20 mm bars 33.33 mm 5 @ 50mm

6 @ 100 mmrest @ 120 mm

B 500 mm x 280 mm 8-20 mm bars 33.33 m 5 @ 50mm6 @ 100 mm

rest @ 120 mm

C 480 mm x 280 mm 8-20 mm bars 33.33 mm 5 @ 50mm6 @ 100 mm

rest @ 120 mmD 450 mm x 250 mm 8-20 mm bars 35 mm 5 @ 50mm

6 @ 100 mmrest @ 120 mm

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5.4.2 Column sizes, bars, ties, sketches

The design of reinforcement in the column were based from the com-puted ultimate moment by GRASP. Steel reinforcement required for C1, C2and C3 are twelve 20 mm diameter bars and eight 12 mm diameter bars forC4. The lateral ties are 12 mm diameter bars with seismic hooks.

The sketch of the column schedules as shown in Figure 5.5 are drawnwith the use of AutoCAD.

Table 5.11: Column Schedule

COLUMN DESIGN

Column Dimension Reinforcement Spacing TiesC1 400 x 450 mm 12-20 mm bars 73.33 mm 4 @ 50mm

rest @ 75mmC2 300 x 400 mm 12-20 mm bars 53.33 mm 4 @ 50mm

rest @ 75mmC3 350 x 400 mm 12-20 mm bars 95 mm 4 @ 50mm

rest @ 75mmC4 300 x 400 mm 8-20 mm bars 70 mm 4 @ 50mm

rest @ 75mm

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Figure 5.5: Column Schedule

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5.4.3 Slab sizes, bars, sketches

A slab is structural element whose thickness is small compared to itsown length and width. Slabs are usually used in floor and roof construction.According to Table 3.1 the minimum slab thickness is 135 mm. The slabalso requires twenty-nine 12 mm diameter bars for the reinforcement andeight 12 mm diameter bars for shrinkage and temperature.

Table 5.12: SLAB DESIGN

SLAB

thickness 135 mmreinforcement 29-12 mm bars

temperature and shrinkage reinforcment 8-12 mm bars

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Figure 5.6: Slab Schedule

Figure 5.7: Slab Detail

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5.4.4 Footing sizes, bars, sketches

The design of the footing from the plan is enough to support the load.Reinforcement used for both footing are 16 mm diameter bars, sixteen barsfor footing 1 and thirteen bars for footing 2. Both footings lies 2 metersbelow the ground surface of the structure.

Table 5.13: Footing Schedule

FOOTING

Footing Dimension BarsF1 2.0 m x 2.0 m 15-16 mm bars, bothwaysF2 1.7 m x 1.7 m 13-16 mm bars, bothways

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Figure 5.8: Sketch of Footing 1

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6.2 Recommendations

Although the analysis and design of the structure were aided with numer-ous softwares, there are still possible constraints in the design and analysis.However, several recommendations are developed to at least minimize oreliminate the constraints.

To further improve the course project, the following recommendationsare suggested

1. Stability analysis of the footing should be done so that the requireddepth to stabilized the structure can be determined.

2. Securing a copy of the material specification is also important so that

the dead load acting on the structure can be properly determined.

3. Soil analysis should be taken into account so that the actual bear-ing capacity and the soil surcharge is included in the design of thestructure.

4. Since most of the slab in the structure is a two-way slab, a two-wayanalysis of slab is also recommended.

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Appendix A

Design aids

A.1 Table

Table A.1: Design Aid for Wind Load

Design Aid For Wind Load

Occupancy Category IVFig. 207-1 Wind Zone Zone 3

V 150 kphTable 207-2 Wind Directionality

kd 0.85Table 207-3 Importance Factor 1

Exposure Category CGust Effect 0.85

Enclosure CategoryEnclosed Building

GCPi 18

A.2 Chart

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Figure A.1: Minimum Design Densities, adapted from NSCP Table 204-1,p 2-7

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Table A.2: Design Aid for Seismic Load

Design Aid For Seismic Load

Table 108-2 Soil Profile Type Sd (Stiff soil profile)Table 108-3 Seismic zone factor Z4 = 0.4

Table 108-4 Near source factor, Na 1Table 108-5 Near source factor, Nv 1.2

Table 108-6 Seismic source typeTable 108-7 Seismic coefficient, Ca 0.44Na

Table 208-11A Earthquake-force-resistingstructural systems,R 0.85

Ct 0.0731

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Figure A.3: Interaction Diagram adapted from Nilson et.al,.

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Figure A.4: Interaction Diagram, adapted from Mccormac et.al,.

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Appendix B

Structural analysis

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Table B.1: Wind Load Analysis

Requirements

H 15 m kz = 1.09L 8 m V = 150B 24.32 m Iw = 1

L/B 0.32895 kzt = 1kd = 0.85G = 0.85

Gcpi = -0.18

Gcpi 0.18Cp = 0.8

qh = 0.98603 kPaqz4.5 = 0.769 kPa

qz6 = 0.814 kPaqz7.5 = 0.85 kPa

qz9 = 0.887 kPaqz12 = 0.941 kPaqz15 = 0.98603 kPa

For Front, Rear and Left Side

For Windward WallP4.5 = 0.7004 kPa

P6 = 0.731 kPaP7.5 = 0.75548 kPa

P9 = 0.78064 kPaP12 = 0.81736 kPaP15 = 0.84798 kPa

For Leeward WallsP = -0.4191 kPa

For sidewallsP = -0.5867 kPa

For Right sideWindward Walls

P4.5 = 0.69626 kPaP6 = 0.72686 kPa

P7.5 = 0.75134 kPaP9 = 0.7765 kPa

P12 = 0.81322 kPaP13.5 = 0.82818 kPa

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Table B.2: Wind Load Analysis

Leeward walls

P = -0.4093 kPaSide Walls

P = -0.573 kPa

Windward RoofP = -0.32 kPa

Leeward RoofP = -0.746 kPa

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Table B.3: Seismic Load

Requirements

W2 = 2337.100 KNW3 = 2168.530 KN Ca =W4 = 1976.910 KN I =W5 400.419 KN R =Wt = 6882.959 KN Nv =

hn =Soil Type

Occupancy IV V= (2.CaIW)/RCv= 0.64

C= 0.0731

T = 0.80302048

V = 890.7358706 V =

Level hx h Wx(kN) Wxhx(kN.m) Wxhx/Wxhx Fx(kN) 5 13.1 3.3 4 00.419 5245.4889 0.11888344 105.8937444 4 9.2 3.3 1976.910 18187.572 0.412 367.163 3 6.2 3.3 2168.530 13444.886 0.305 271.420 2 3.1 3.1 2337.100 7245.010 0.164 146.259

Total 6882.959 44122.96

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Frame Relative Direct d d2 Rd2 Torsion Direct+1 6 0.4 3.328 11.08 66.45 0.024208 0.422 6 0.4 1.3429 1.80 10.82 0.009768 0.403 3 0.2 3.9679 15.74 49.21 0.015034 0.21

Total 15A 3 0.2 9.844 96.904336 290.713 0.035803 0.23B 3 0.2 5.5222 30.49469284 91.484 0.020084 0.22C 3 0.2 0.962 0.925444 2.776 0.003499 0.20D 2 0.133 3.598 12.945604 25.891 0.008724 0.14E 2 0.133 8.158 66.552964 133.106 0.019781 0.15F 2 0.133 12.718 161.747524 323.495 0.030837 0.16

Total 15 993.94588


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FRAME 1 2 3 A B C Level 5 (F) 44.9209746 43.39190073 22.77078228 24.97004485 23.30555655 21.5492514 Level 4 (F) 155.754 150.452 78.953 86.578 80.807 74.717 Level 3 (F) 115.138 111.219 58.365 64.002 59.735 55.234 Level 2 (F) 62.044 59.932 31.451 34.488 32.189 29.764

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Figure B.1: Structural Analysis

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Table C.1: Design of Beam A

Analysis of rectangular beams

Requirementsdb = 20 mm ds = 10 mmfc = 21 Mpa ES = 200000 Mpa

As = 2512 mm2 d = 437.5 mmfy = 276 Mpa cu = 0.003

b = 280 mmh = 500 mm T = 693312 Na = 138.718 mm = 0.9c = 163.198 mm t = 0.005s = 0.005y = 0.00138

cover = 40 mmsteel is yielding!

MomentMn = 255.2366121 kN-m Mu = 216.114 kN-mMn = 229.7129509

DESIGN IS OK!Design of rectangular beams

sqrt(fc)/4/fy = 1.4/fy(min) = 0.00415 = 0.00507

use = 0.00507Rn = 4.48050

m = 15.46218 Assume= 0.01903 b = 280 mm

(max) = 0.02061 h = 480 mmreq = 0.02061 db = 20 mm

As = 2331.77 mm2 Adb = 314 mm2n = 7.426

say n = 8 bars

spacing = 33.33 mmDesign is ok!

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Table C.2: Design of Beam B



As = 2512 mm2 d = 432.5 mmfy = 276 Mpa cu = 0.003





sqrt(fc)/4/fy = 1.4/fy(min) = 0.00415 = 0.00507

use = 0.00507Rn = 4.58469

m = 15.46218 Assume= 0.01957 b = 280 mm

(max) = 0.02061 h = 480 mmreq = 0.02061 db = 20 mm

As = 2370.29 mm2 Adb = 314 mm2n = 7.549

say n = 8 bars


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Table C.4: Design of Beam D



As = 2512 mm2 d = 432.5 mmfy = 276 Mpa cu = 0.003





sqrt(fc)/4/fy = 1.4/fy(min) = 0.00415 = 0.00507

use = 0.00507Rn = 5.13485

m = 15.46218 Assume= 0.02253 b = 280 mm

(max) = 0.02061 h = 480 mmreq = 0.02061 db = 20 mm

As = 2435.87 mm2 Adb = 314 mm2n = 7.758

say n = 8 bars


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Figure C.1: Interation Diagram for Column 1

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Table C.7: Design oc Column 2

ANALYSIS OF COLUMN

= 0.85h = 400 mm n1 = 3b = 300 mm n2 = 2

fy = 276 MPa n3 = 2fc = 21 MPa n4 = 3

= 0.65cover = 40 db = 20

= 0.75 ds = 10As1 = 942 d = 340 As2 = 628 z2 = 246.6 As3 = 628 z3 = 153.3 As4 = 942 z4 = 60

x1 = 93.3 mm Mu = 176.4x2 = 186.6 mm Pu = 591.91x3 = 279.9 mmx4 = 241.028 mmfs1 = 276 MPa Cc = 1059997fs2 = 35.3576 MPa not Yielding C2 = 22204.6fs3 = 205.027 MPa not Yielding C3 = 128757fs4 = 445.412 MPa Yielding use fy! C4 = 259992

T = 259992Pnb = 1166549X = 326.872

c = 232.877 mm e = 280.222a = 197.945 mm Mn = 212.481

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Figure C.2: Interaction Diagram for Column 2

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Table C.9: Design of Column 3

ANALYSIS OF COLUMN

= 0.85h = 400 mm n1 = 3b = 350 mm n2 = 2

fy = 276 MPa n3 = 2fc = 21 MPa n4 = 3

= 0.65cover = 40 db = 20

= 0.75 ds = 10As1 = 942 d = 340 tensionAs2 = 628 z2 = 246.6 tensionAs3 = 628 z3 = 153.3 compressionAs4 = 942 z4 = 60 compression

x1 = 93.3 mm Mu = 176.4x2 = 186.6 mm Pu = 591.91x3 = 279.9 mmx4 = 241.028 mm Cc = 1236663 Nfs1 = 276 MPa C2 = 22204.6 Nfs2 = 35.3576 MPa not Yielding C3 = 128757 Nfs3 = 205.027 MPa not Yielding C4 = 259992 Nfs4 = 445.412 MPa Yielding use fy! T = 259992 N

Pnb = 1343215 NX = 320.694 mm

c = 232.877 mm e = 274.044 mma = 197.945 mm Mn = 239.265 Kn*m

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DESIGN OF COLUMN

Mu = 119.04 Knm fPu = 359.791 Kn use b

h e = 330.859 mm

e/h = 827.147 cov

kn = 0.18827 dRn = 0.15573

Asd

Ag = 140000 mm2= 0.026 from interaction diagram

As = 3094 mm2n = 9.8535

say n = 12 to balance the face barsone face n = 3

clear spacing = 95 mm paits kaayo!

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DESIGN OF COLUMN

Mu = 66.803 Knm fPu = 174.88 Kn use b

h e = 381.993 mm

e/h = 954.983 cov

kn = 0.10676 dRn = 0.10196

Asd

Ag = 120000 mm2= 0.013 from interaction diagram

As = 1326 mm2n = 4.22293

say n = 8 to balance the face barsone face n = 3

clear spacing = 70 mm paits kaayo!

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Table C.14: Design of Footing 2

Requirements

D = 335.65 = 1.142857L = 122.74 bo = 2.736

dc = 2 = 40ave = 20.435 m = 15.46218qa = 215.657 fc = 21bc = 0.35 fy = 276

Lc = 0.4 c = 0.075qe = 174.787 d = 0.309

Area(req.) = 2.622563 hf = 0.4db = 0.016

DESIGN OF BASE AREAPu = 599.164qs = 220.0786

base(req) = 1.619433B = 1.65

Area = 2.723DESIGN DEPTH OF FOOTING

PUNCHING SHEAR PUNCHING SHEARVu = 123.8272 Vu = 496.3365Vc = 330.9937 Vc = 1331.763

DESIGN IS OK! DESIGN IS OK!DESIGN OF FOOTING REINFORCEMENT

Mu = 76.71115Rn = 0.541022

= 0.002As = 1015.044

.25*sqrt(fc)*B*d/fy = 1.4*B*d/fyAs(min) = 2116.328 = 2586.196

As(min) = 2586.196use = 2586.196 mm2

n = 12.86921say n = 13

clear spacing = 107.6667 mm at bothwaysclear spacing 25 mm

DESIGN IS OK!

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Table C.15: Design of Slab

DESIGN OF SLAB

Design Requirementsfc = 21 mm

b = 4580 mm

db = 12 mmcover = 20 mmd = 109 mm

= 0.85fy = 276 MpaL = 4.609 m

Minimum ThicknessL/28 = 0.164607 mhmin = 0.130745 m

say hmin = 135 mmDesign of Reinforcements

Main ReinforcementMu = 81.69 Knm

m = 15.46218Rn = 1.668046

= 0.006356

As = 3173.026 mm2

Asdb = 113.04 mm2no. of bars = 28.06994

say = 29 mmspacing = 163.1639 mm

DESIGN IS OK!

Temperature and ShrinkageAs = 898.596 mm2

n = 7.949363say 8 bars

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