Building Structure Design - Graduation Project

Structural Design of High-Rise Reinforced Concrete Structure

A project report submitted as a partial fulfilment of B.SC. Degree in civil engineering

By :

Emad Ibrahim Thabet 17810

Mohamed Hamed El-Orfi 17848

Milad Adel Hawiwo 17935

Supervised By :

Mr. Moneer Bhih

Benghazi University | Faculty of Engineering

Civil Engineering Department

I

Acknowledgement

This project could only be planned and written

with the support, encouragement, and tangible

contributions of many people; therefore, it is a

privilege to acknowledge the assistance of others in

its preparation.

First and foremost, we thank Allah for endowing

us with health, patience, and motivation to complete

this work.

We would like to thank our parents who have

made this work possible; we extend our heartfelt

thanks to all who played a role in helping us bring this

project to a successful conclusion.

In particular, we gratefully acknowledge our

supervisor Mr. Moneer Bhih whom we truly appreciate

his willingness to provide valuable assistance and

superb guidance throughout this project.

II

Abstract

In this project we have the enthusiasm for designing a multi-story

building for (Project work – CE452) to get the bachelor's degree in Civil

Engineering, this project represents the result of a long process of

academic education on multiple related courses during our study period

in civil engineering department.

A 23 story Hotel located in Benghazi city is structurally designed in

accordance to ACI 318-11, one floor system is chosen to be adopted by a

comparison between a number of probable floor systems.

STAAD PRO software is used to perform analysis, while design and

detailing procedures are implemented manually.

Floor system and lateral load resisting system are designed in addition to

substructure system; both cross section dimensions and rebar details are

prepared.

III

Table of Contents

List of Tables ..................................................................................... VI

List of Figures ................................................................................... VII

Abbreviations & Notations .............................................................. IX

Part 1 | General Approach ............................................................................. 1

Chapter 1 | Introduction ..................................................................... 2

1.1 Introduction ......................................................................... 2

1.2 Scope of Work ..................................................................... 3

1.3 Building Description ........................................................... 4

Chapter 2 | Design Approach ............................................................. 6

2.1 Introcution ........................................................................... 6

2.2 Consulted Codes .................................................................. 6

2.3 Design Method .................................................................... 6

2.4 Software ............................................................................... 8

Part 2 | Analysis .............................................................................................. 9

Chapter 3 : Loads ............................................................................. 10

3.1 Introduction ...................................................................... 10

3.2 Gravity Loads .................................................................... 10

3.2.1 Dead load : ........................................................................... 10

3.2.2 Live load : .............................................................................. 13

3.3 Lateral Loads .................................................................... 14

3.3.1 Wind Load : ......................................................................... 14

3.3.2 Seismic Load : ..................................................................... 21

Chapter 4 | Modeling ....................................................................... 27

4.1 Introduction ...................................................................... 27

4.2 Modeling Procedure ........................................................ 27

4.2.1Generation of Seismic and Wind Loads ...................... 29

4.3 Syntax Sample for STAAD Pro Model (STAAD EDITOR) 31

Part 3 | Structural Design ........................................................................... 37

IV

Chapter 5 | Design of Floor System and Stairs .............................. 38

5.1 Introduction ...................................................................... 38

5.2 Floor System Design ........................................................ 38

5.2.1 Considerations During Analysis and Design: ........... 38

5.2.2 Design Procedures for typical floor systems members: ........................................................................................ 39

5.2.3 Options for Floor Systems : ............................................ 43

5.2.4 Selected System ................................................................. 52

5.3 Design of All Floors .......................................................... 53

5.3.1 Calculation Sample for Beams and Ribs : .................. 54

5.3.2 Beams and Ribs Design Results .................................... 63

5.3.3 Control of Deflection ........................................................ 68

5.3.4 Design of Slabs : ................................................................. 70

5.3.5 Typical Detailing : .............................................................. 74

5.4 Design of Stairs ................................................................. 79

5.4.1 Stairs Specification : .......................................................... 79

5.4.2 Stairs Design : ...................................................................... 80

Chapter 6 | Design of Lateral Loads Resisting System ................. 85

6.1 Introduction ...................................................................... 85

6.2 Design of Columns ........................................................... 85

6.2.1 Design Strategy : ................................................................ 85

6.2.2 Preliminary Dimensions : ................................................ 87

6.2.3 Secondary Dimensions : ................................................. 89

6.2.4 Column Design Sample : ................................................. 90

6.2.5 Columns Final Design and Detailing: ......................... 99

6.3 Design of Shear Wall ...................................................... 103

6.3.1 General Specifications: ................................................. 104

6.3.2 Shear Wall Internal Forces: .......................................... 105

6.3.3 Calculation for (SW1) Sample : .................................. 108

6.3.4 Shear Wall Final Design ................................................ 111

V

6.3.5 Walls Subjected to Axial Tension : ........................... 112

6.2.6 Design of Stairs Walls and Elevator Walls ............. 113

6.4 Design of Coupling Beams ............................................ 116

6.4.1 Preliminary Sections : .................................................... 116

6.4.2 Coupling Beam Design : ............................................... 116

6.4.3 Structural Drawings for Coupling Beams: .............. 119

6.5 Design of Retaining Walls .............................................. 120

6.5.1 Loads on Retaining Walls : ........................................... 121

6.5.2 Design of Retaining Walls : .......................................... 123

6.5.3 Structural Detailing for Retaining Wall : ................. 126

Chapter 7 | Design of Substructure .............................................. 127

7.1 Introduction .................................................................... 127

7.2 Strategy .......................................................................... 127

7.3 Pile Distribution ............................................................. 128

7.4 Cap Thickness Computation ......................................... 128

7.5 Modeling ........................................................................ 130

7.5.1 Loads : ................................................................................. 131

7.6 Pile Design ...................................................................... 132

7.6.1 Soil Parameters : .............................................................. 132

7.6.2 Design Theory : ................................................................ 133

7.6.3 Design Procedure : ......................................................... 133

7.6.4 Differential Settlement Check : .................................. 137

7.6.5 Pile Cap Design : .............................................................. 138

Apendixes ...................................................................................................... a

Appendix 1 | Architectural Drawings ...................................... a

Appendix 2 | Interaction Diagrams .......................................... r

Appendix 3 | Tolerable Differential Settlement ..................... t

Appendix 4 | Excel Sheets Calculations .................................. u

Appendix 5 | Ss , S1 Seismic Parameters ............................... ee

References ....................................................................................................... i

VI

List of Tables

List of Tables

Table No. Description

Table 3.1 Toppings DataTable 3 – 2 C ParametersTable 3 – 3 Pressure Coefficient

Tables 3 – 4( a & b ) Pressure DistributionTable 3 – 5 Vertical Distribution

Table 5 – 1(a) Beam Design Results ( Flat Plate ) Table 5 – 1(b) Slab Design Results ( flat Plate ) Table 5 – 1(c) Shear CheckTable 5 – 2(a) Beam Design Results ( Solid Slab With Beams ) Table 5 – 2(b) Slab Design Results ( Solid Slab With Beams )

Table 5 – 3 Ribs Design ( Waffle Slab ) Table 5 – 4 Comparison Between Floor Systems Table 5 – 5 Beams & Ribs Design Results ( at support ) Table 5 – 6 Beams & Ribs Design Results ( at midspan )

Table 5 – 7(a) Transverse Reinforcement ( Zone 1 ) Table 5 – 7(b) Transverse Reinforcement ( Zone 2 )

Table 5 – 8 Core Slab Design Result Table 5 - 9 Stairs’ ToppingsTable 5- 10 Stairs Reinforcement Details Table 6 - 1 Column Secondary Dimensions

Table 6–2 ( a & b ) Internal forces Column(a & b) Sample Table 6 – 3 Columns Final Design Tables 6 – 4 Shear-Wall Critical Sections

Table 6-5 ( a through c ) Shear-Wall Internal forces Table 6-6 ( a & b ) Shear Wall Final design

Table 6-7 Shear-Walls In Tension Table 7-1 Columns Loads upon Pile cap Table 7-2 Frictional Pile Resisting System Table 7-3 Foundation Design Results

VII

List of Figures

Figure No. Description

Figure 1-1 Front View of the TowersFigure 1-2 Front and Views of ProjectFigure 3-1 Wall details Figure 3-2 Gravity Loads distributionFigure 3-3 5th Floor Horizontal DistributionFigure 4-1 Geometric and Rendered ModelsFigure 4-2 Input Dialogs for wind parametersFigure 4-3 Input Dialogs for wind parametersFigure 4-4 Seismic parameters outputFigure 5-1 Typical Floor 6th floor to 10th floorFigure 5-2 Arrangement of stirrup reinforcement ACI Fig. R11.11.3(d) Figure 5-3 Flat slab with perimeter beamsFigure 5-4 Flat Slab ModelFigure 5-5 Solid slab with beamsFigure 5-6 Solid slab with beams ModelFigure 5-7 Middle Strip and Column strip dimensionsFigure 5-8 Waffle Pans dimensionsFigure 5-9 Waffle Pans Distribution

Figure 5-10 Waffle Figure 5-11 Waffle slab modelFigure 5-12 5th Floor Horizontal DistributionFigure 5-13 Beams and Ribs section detailsFigure 5-14 Slab dimensions for deflection control calculation Figure 5-15 Global moment in X for Inside core slab direction Figure 5-16 Global moment in Y for Inside core slab direction Figure 5-17 Beams and Ribs typical detailingFigure 5-18 Beams and Ribs typical detailingFigure 5-19 Stairs parametersFigure 5-20 Stairs section detailingFigure 6-1 Columns Preliminary dimensionsFigure 6-2 Columns calculated samplesFigure 6-3 Interaction Diagrams PropertiesFigure 6-4 Column dimensions distribution for all elevations (a) Figure 6-4 Column dimensions distribution for all elevations (b) Figure 6-5 Columns cross section details

VIII

Figure 6-6 Columns Splice DetailsFigure 6-7 Shear wall numberingFigure 6-8 Shear wall typical detailingFigure 6-9 Coupling beam rebar

Figure 6-10 Coupling beam cross section detailsFigure 6-11 Retaining walls planFigure 6-12 Retaining wall Figure 6-13 Loads acting over the retaining wall Figure 6-14 Loads acting over the retaining wall Figure 6-15 Bending moment diagrams Figure 6-16 Retaining wall cross section detailingFigure 7-1 Foundation systemFigure 7-2 Piles distribution Figure 7-3 Cap thickness variationFigure 7-4 Foundation Model Figure 7-5 Soil Profile with soil parametersFigure 7-6 Pile resisting mechanismFigure 7-7 Pile resisting mechanismFigure 7-8 Group Pile efficiency determinationFigure 7-9 Differential settlement

Figure 7-10 X-X Direction Moment ResultsFigure 7-11 Y-Y Direction Moment Results

IX

Abbreviations & Notations

Symbol Definition

Cross sectional area of pile base

Area of concrete section resisting shear transfer

Area enclosed by outside perimeter of concrete cross section Gross area of concrete section

Minimum area of longitudinal reinforcement to resist torsion

Area enclosed by centerline of the outermost closed transverse torsional reinforcement

Area of steel reinforcement

Total cross‐sectional area of transverse reinforcement (including crossties)within spacing s and perpendicular to dimension bc

Area of one leg of a closed stirrup resisting torsion within spacing

Area of shear reinforcement within spacing s

Total area of reinforcement in each group of diagonal bars in a diagonally reinforced coupling beam

Dimension of the critical section measured in the direction of the span for which moments are determined

Dimension of the critical section measured in the direction perpendicular to b1

Width of compression face of member

Cross‐sectional dimension of member core measured to the outside edges of the transverse reinforcement composing area

Web width, wall thickness, or diameter of circular section

Horizontal dimension of building measured normal to wind direction

′ Mean hourly wind speed factor Perimeter of critical section for shear in slabs and footings Turbulence intensity factor

. Concrete cover Deflection Amplification Factor

External pressure coefficient to be used in determination of wind loads for buildings

Seismic response coefficient

Undrained shear strength at base of pile

′ Average Undrained shear strength over pile length Vertical distribution factor

A factor to calculate

Spacing between piles

X

Distance from extreme compression fiber to centroid of longitudinal tension/reinforcement, or Pile diameter

Distance from extreme compression fiber to centroid of extreme layer of longitudinal tension steel

Short‐period site coefficient

Specified compressive strength of concrete

. . Factor of safety

, , Portion of the seismic base shear, V, induced at Level i, n, or x, respectively

Specified yield strength of reinforcement Specified yield strength fy of transverse reinforcement Long‐period site coefficient (at 1.0 s‐period)

Gust‐effect factor Peak factor for background response Peak factor for resonant response

Peak factor for wind response

Product of internal pressure coefficient and gust‐effect factor to be used in determination of wind loads for buildings

, The height above the base to Level i or x, respectively The height above the base to Level i or x, respectively

Structural height Importance Factor

Moment of inertia of gross section of beam about centroidal axis

Moment of inertia of gross section of slab about centroidal axis defined for calculating for and

The importance factor

Wind directionality factor

Installation factor from graph

Topographic factor

Integral length scale factor

Web length of wall

Integral length scale of turbulence

Nominal flexural strength at section

Factored moment at section

Fundamental natural frequency

Reduced frequency

Approximate natural frequency

Factored axial force normal to cross section occurring simultaneously with Vu or ; to be taken as positive for compression and negative for tension

Bearing capacity factor

Design pressure to be used in determination of wind loads for

XI

buildings

Perimeter of centerline of outermost closed transverse torsional reinforcement

Nominal axial strength of cross section

Background response factor

Velocity pressure Velocity pressure evaluated at height z = h

Velocity pressure evaluated at height z above ground Allowable pile capacity

Pile base resistance

Pile shaft resistance Velocity pressure for internal pressure determination Response Modification Coefficient

Center to center spacing of items

Mapped MCER, 5 percent damped, spectral response acceleration parameter at a period of 1 s

Design, 5 percent damped, spectral response acceleration parameter at a period of 1 s

Design, 5 percent damped, spectral response acceleration parameter at short periods

The MCER, 5 percent damped, spectral response acceleration parameter at a period of 1

The MCER, 5 percent damped, spectral response acceleration parameter at short periods adjusted for site class effects

Center‐to‐center spacing of transverse reinforcement within the length

Mapped MCER, 5 percent damped, spectral response acceleration parameter at short periods

The fundamental period of the building

Factored torsional moment at section

Approximate fundamental period of the building

Long‐period transition

Basic wind speed Total design lateral force or shear at the base

Nominal shear strength

Factored shear force

Mean hourly wind speed at height z

Nominal shear strength provided by concrete

Nominal shear strength provided by shear reinforcement Effective seismic weight of the building

, , Portion of W that is located at or assigned to Level i, n, or x, respectively

XII

′ Equivalent height of structure

Exposure constant

′ Mean hourly wind‐speed power law exponent

Average value of for all beams on edges of a panel

Ratio of flexural stiffness of shear head arm to that of the surrounding composite slab section

Factor relating depth of equivalent rectangular compressive stress block to neutral axis depth

Factor used to determine the unbalanced moment transferred by flexure at slab‐column connections

Factor used to determine the unbalanced moment transferred by eccentricity of shear at slab‐column connections

Efficiency of group pile

45o for non‐prestressed members

Modification factor reflecting the reduced mechanical properties of lightweight concrete

Ratio of As to (b d)

Ratio of area of distributed longitudinal reinforcement to gross concrete area perpendicular to that reinforcement

Ratio of area of distributed transverse reinforcement to gross concrete area perpendicular to that reinforcement

′ Vertical effective stress at the base of the pile

Factor used to modify development length based on reinforcement coating Serviceability requirement

Factor used to modify development length based on reinforcement size

Tension reinforcement index

System Over strength Factor

∅ Strength reduction factor

∆ Differential Settlement

∈ ′ Integral length scale power law exponent

General Approach | 1 Introduction

Page 1 of 139

Ch.1

Part 1 | General Approach


Page 2 of 139

Ch.1

Chapter 1 | Introduction

1.1 Introduction

This project aims to design a 23-story high-rise hotel tower in northwest of

Benghazi city - Libya.

The hotel tower is one of three towers with its supplements in Tatweer Multi-

Use Complex Project, the other two high-rise towers are an office tower of 30-

story and an 18-story residential tower.

Figure 1.1 shows an overview of the Tatweer Project.

It covers an area of 80,000 square meters, with a layout on the side of

Benghazi harbor and a spectacular view of the 23 July Lake.

Figure 1-1 Front View of the Towers


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Ch.1

1.2 Scope of Work

The building is designed to withstand all excreted loads (Gravity and Lateral

Loads) to insure the safety of the structure during its life, also other

requirements like appropriateness, economy and structural adequacy are

considered.

Since the adopted concrete structure essentially consists of the most available

structural material in this region, therefore it is economic.

The following procedures present the process of a structural system design, in

these procedures an acceptable system for both strength and serviceability

requirements are developed.

1) Specifying the Structure to be designed.

2) Analyzing Architectural Drawings.

3) Design Approach.

4) Selecting appropriate Structural System and Geometry.

5) Determining the serviceability requirements.

6) Determining the structural loads (Gravity and Lateral Loads).

7) Performing Preliminary Design.

8) Analyze the Super-Structure.

9) Analyze the Sub-Structure.

10) Design Structural Elements (Ultimate Limit State).

11) Check for compliance with Serviceability requirements.


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Ch.1

1.3 Building Description

Building Hotel Tower - Tatweer Multi-Use Complex Project – Benghazi.

Classification High -Rise Building

Description Hotel tower is a five stars hotel with 273 guest rooms,

occasion room, signature restaurants, SPA and retail area, figure (1.2) shows a

front and top views of the project.

Hotel tower has a base elevation of +0.70 m and extends to a height of

+91.70 m.

It has also steel cage system at the top having a total height of 28.10 m.

The structure consisted of 23 stories; the areas vary in different levels.

The maximum floor dimensions of the floors are 63 m x 54 m.

Total Area 26,285 m2

Ground Area 4,008 m2

Rooms Area 11,541 m2

Levels The project elevations related to the following levels :

00.00 Sea surface level

+00.70 Foundation top level

+05.00 Ground level


Page 5 of 139

Ch.1

Figure 1-2 Front and Views of Project

General Approach | 2 Design Approach

Page 6 of 139

Ch.2

Chapter 2 | Design Approach

2.1 Introcution

This chapter presents the methods and the criteria of design and analysis in addition to the principles in which to satisfy the requirements of the consulted codes.

2.2 Consulted Codes

- ACI 318 M-11 | American Concrete Institute - Building Code

requirements for structural concrete and commentary.

- ACI Detailing Manual-2004 , Details of Concrete

Reinforcement

- ASCE 7-10 | American Society of Civil Engineers - Minimum

Design Loads for Buildings and Other Structures.

2.3 Design Method

Strength Design Method will be used in according to ACI 318-11 section

(8.1.1) which implies that members shall be proportioned for adequate strength

using load factors and strength reduction factors φ , which can be represented

as follows :

Design Strength ≥ Required Strength

φ (Nominal Strength) ≥ U


Page 7 of 139

Ch.2

2.3.1 ACI 318-11 Design Requirements:

The Code defines minimum acceptable standards for materials, design, and

construction practice; it also covers the strength evaluation of existing concrete

structures.

a) General Requirements (Sec 1.1.1) : 1) For structural concrete, fc' shall not be less than 17 MPa. 2) No maximum value of fc′ shall apply unless restricted by a specific Code provision.

b) Durability Requirements (Sec 4.1.1) The value of shall be the greatest of the values required by: (a) Sec 1.1.1 (b) for durability in Chapter 4, and (c) for structural strength requirements

And shall apply for mixture proportioning in Sec 5.3 and for evaluation and acceptance of concrete in Sec 5.6.

c) Required strength (Sec 9.2) Required strength U shall be at least equals to the effects of factored

loads in Eq. (9-1) through (9-7)

The effect of one or more loads not acting simultaneously shall be

investigated.

U = 1.4D (9-1) U = 1.2D + 1.6L + 0.5(Lr or S or R) (9-2) U = 1.2D + 1.6(Lr or S or R) + (1.0L or 0.5W) (9-3) U = 1.2D + 1.0W + 1.0L + 0.5(Lr or S or R) (9-4) U = 1.2D + 1.0E + 1.0L + 0.2S (9-5) U = 0.9D + 1.0W (9-6) U = 0.9D + 1.0E (9-7)


Page 8 of 139

Ch.2

d) Design strength (Sec 9.3) In terms of flexure, axial load, shear, and torsion, shall be taken as the

nominal strength calculated in accordance with requirements and assumptions of this Code, multiplied by the strength reduction factors φ

Tension-controlled sections (0.90) Compression-controlled sections:

(a) Members with spiral reinforcement (0.75) (b) Other reinforced members (0.65)

Shear and torsion (0.75)

e) Design strength for reinforcement (Sec 9.4) The values of and used in design calculations shall not exceed 55

MPa, except for prestressing steel and for transverse reinforcement in Sec.

10.9.3 and Sec. 21.1.5.4.

f) Control of deflections (Sec 9.5.1) Reinforced concrete members subjected to flexure shall be designed to

have adequate stiffness to limit deflections or any deformations that

adversely affect strength or serviceability of a structure.

2.4 Software

- Structural Analysis & Design | Bentley Staad Pro V8i

This program will be used for structural analysis of the

structure.

- Computer Aided Design | Autodesk AutoCAD

This program will be used for drawing Structural Detailing of

the structural members.

- Microsoft Office Excel :

This program will be used to make design spreadsheets.

Analysis | 3 Loads

Page 9 of 139

Ch.3

Part 2 | Analysis

Analysis | 3 Loads

Page 10 of 139

Ch.3

Chapter 3 : Loads

3.1 Introduction

In this chapter, a list of loads is presented and classified as gravity loads and lateral loads, all loads are calculated either using the data given in the architectural drawings or with using the provisions of ASCE 7-10 Minimum Design Loads for Buildings and Other Structures, the resulted loads shall be established in accordance with the definitions given below and combined with load combination as specified in ACI 318M-11 section 9.2 .

3.2 Gravity Loads

The gravity loads acting on the structure are: 1) Dead loads (Self weight, Wall loads , Finishing materials). 2) Live load (In accordance to ASCE).

3.2.1 Dead load : The super imposed dead loads are essentially constant during the life of the structure and normally consist of the weight of the components considered such as the slabs , beams , columns and walls .

a) Self weight : The weight of the slabs , beams , columns and other structural members will be considered by the analysis program after specifying the cross sections of elements and identifying materials properties .

b) Toppings Topping for the whole structure can be calculated using appendix 1.D and the calculation is shown in the next table :

Analysis | 3 Loads

Page 11 of 139

Ch.3

Table 3 - 1 Toppings Data

Location Tile Type

Tile description

Tile weight

Mortar thickness

Cast stone

weight (kN/m2)

Mortar weight (kN/m2)

Total weight (kN/m2)

Mechanical room F02

surface hardener &

anti-dust concrete coating

Neglected (solvent) 0.07 - 1.48 1.48

Corridor F09 ceramic tile type-2 0.215 0.07 - 1.48 1.7

Car park F01

polyurethane based car

park signage paint

0.003 0.07 - 1.48 1.49

Storage F09 ceramic tile type-2 0.215 0.07 - 1.48 1.7

Masjid F12 roll carpet Neglected 0.07 - 1.48 1.48

Electric room

F02

(surface hardener &

anti-dust concrete coating )

Neglected (solvent)

0.07 - 1.48 1.48

Fire Lobby F11B stone precast - 0.04 0.66 0.848 1.51 Fire stair F11C stone precast - 0.04 0.66 0.848 1.51

All toppings are slightly less than 2kPa , so it is to be uniformed as 2kPa , nonetheless out of core topping has to be increased due to the existence of partitions made of plaster board ( 0.5 kPa ) .

In-Core topping = 2 kPa

Out-Core topping = 2.5 kPa

Analysis | 3 Loads

Page 12 of 139

Ch.3

c) Wall load :

Fixed walls in the structure appears only inside the core.

It consists of 20 cm of Brick and a ceramic tile wall cladding as shown in Figure 3.1 .

Brickload/m γ thickness ( Equ. 3-1 )

12.5 20 9.81

2.452kNm

Ceramicload 0.215kNm

Wallheight 3.5m

Wallload 0.245 0.215 3.5 9.33kNm

Figure 3.1 | Wall details

Analysis | 3 Loads

Page 13 of 139

Ch.3

d) Façade load :

Referring to Appendix 1B , Façade consists of two components of significant weight , a stone and a glaze.

Stoneweight/meter γ thickness height ( Equ. 3-2 )

22 0.1745 3.75 14.396kNm

Glazeweight 0.52 3.75 1.5 0.1745 22 1.5 6.928kNm

Averageweightper9meterspan

0.4 7 14.396 1.55 4 6.928 83.26kNm

Façadeloadpermeter 83.269

9.25kNm

3.2.2 Live load : The superimposed life load was determined in accordance to ASCE 7-10. Table 4-1 Minimum Uniformly Distributed Live Loads :

Hotels : L.L. = 1.92 KPa Stairs and exit ways L.L. = 4.79 KPa

Figure 3.2 | Gravity Loads distribution

Analysis | 3 Loads

Page 14 of 139

Ch.3

3.3 Lateral Loads

The lateral loads acting on the structure are: 1) Lateral load induced by wind force. 2) Lateral load induced by seismic force.

3.3.1 Wind Load :

This part applies the determination of MWFRS wind loads on buildings of all

heights using the Directional Procedure.

The effect of wind on a structure depends upon the density and velocity of the

air, the angle of incidence of the wind, the shape and stiffness of the structure,

and the roughness of its surface .

Wind load parameters :

a. Risk Category :

Type III ; Buildings and other structures, the failure of which could pose a

substantial risk to human life .

b. Basic Wind Speed :

The basic wind speed for Benghazi 35 / ( Ref 10 ) .

c. Wind directionality factor :

0.85; for Buildings - Main Wind Force Resisting System) 1

1 ASCE Table 26.6-1

Analysis | 3 Loads

Page 15 of 139

Ch.3

d. Exposure Categories:

Surface Roughness C ; Open terrain with scattered obstructions

having heights generally less than (9.1 m). This category includes flat

open country and grasslands2

e. Topographic factor 3 :

1

f. Gust Effect Factor 4

To determine the gust effect factor , the structure must be identified as

a rigid or flexible building .

385 ( Equ. 3-3 )

Where :

∑.

(ASCE Equ. 12.8-10 )

Table 3 – 2 Parameters X Y

36 36 1296 36 36 1296 0.4 11.25 2 9 0.4 12 2 9.6

12 12.991 91

119.8 119.81 1

Resulted 0.0247 0.0305

0.0019

4.849

2 ASCE 26.7.3 3 ASCE 26.8 4 ASCE 26.9

Analysis | 3 Loads

Page 16 of 139

Ch.3

0.0019

4.351

119.8 393.04 Hence :

385√0.0247393.04

0.154

Or

385√0.0305393.04

0.171

Since fundamental natural frequency in both directions are less than 1 Hz , the structure is flexible 5 Thus the gust-effect factor for flexible buildings is calculated as follows 6:

0.925.

. 7 ( Equ. 3-4 )

Where : 3.4

2 ln 3600 .

8 ( Equ. 3-5 )

2 ln 3600 0.171 0.577

2 ln 3600 0.1713.75

5 ASCE 26.2 6 ASCE 26.9.5 7 ASCE Equ. 26.9-10 8 ASCE Equ. 26.9-11

Analysis | 3 Loads

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Ch.3

0.53 0.47 9 ( Equ. 3-3 )

Where :

0.02

.

. 10 ( Equ. 3-6 )

11 ( Equ. 3-7 )

∈ 12 ( Equ. 3-8 )

4.57, 152.4 , ∈ 0.2 13

0.6 0.6 91 54.6 14

152.4 . . 214

15 ( Equ. 3-9 )

0.65 , 0.154

0.65 0.6 9110

. 35 29.55

0.171 21429.55

1.238

7.47 1.238

1 10.3 1.2380.117

1 16 ( Equ. 3-10 )

9 ASCE Equ. 26.9-12 10 ASCE Equ. 26.9-13 11 ASCE Equ. 26.9-14 12 (ASCE Equ. 26.9-9) 13 ASCE Table 26.9-1 14 ASCE 26.9.4 15 ASCE Equ. 26.9-16

Analysis | 3 Loads

Page 18 of 139

Ch.3

By Setting

. . .

.2.42 ( Equ. 3-11 )

Hence ;

. .1 . 0.329

By Setting

. . .

.0.958

Thus ; 1

0.9581

2 0.9581 . 0.579

By Setting 15.4

15.4 0.171 36

29.553.21

Thus 1

3.211

2 3.211 . 0.263

.

0.117 0.329 0.579 0.53 0.47 0.263 0.853

.. 17 ( Equ. 3-12 )

1

1 0.63 36 91214

. 0.829

18 ( Equ. 3-13 )

0.2

0.2 10

0.6 910.151

16 ASCE Equ. 26.9-15a 17 ASCE Equ.26.9-8 18 ASCE Equ.26.9-7

Analysis | 3 Loads

Page 19 of 139

Ch.3

Therefore

G 0.9251 1.7 0.151 3.4 0.829 3.5 0.0853

1 1.7 3.4 0.151

0.853

g. Enclosure classification : The building is considered to act as enclosed building

h. Internal pressure coefficient 0.18 19

Wind Load Pressure Computations :

Design wind pressures for the MWFRS of flexible buildings shall be determined as (ASCE 27.4.2) from the following equation

. . . 20 ( Equ. 3-14 )

- External Pressure Coefficient 21

Table 3 - 3 Pressure CoefficientSurface Cp Use with

Windward Wall 0.8 qz

Leeward Wall -0.5 qh

Side Wall -0.17 qh

Velocity Pressure Exposure Coefficients Determination :

0.613 22 ( Equ. 3-15 )

q 0.613 k 1 0.85 35 638.29k

For ; is determined by a linear interpolation for h=Z from values listed in ASCE Table 17.3-1

1.59 1.5391.4 76.2

1.5991.4 91

≫ 1.59

19 ASCE Table 26.11-1 20 ASCE Equ. 27.4-1 21 ASCE Table 27.4-1 22 ASCE Equ. 27.3-1

Analysis | 3 Loads

Page 20 of 139

Ch.3

So 638.29 1.59 1014.88

By Substituting in Equ. 3-14 :

0.853 1014.88 0.18

0.853 ∓ 182.69 The pressure distribution on the building

Table 3 – 4 (a) Pressure Distribution Surface q (N/m2) Cp Pressure (N/m2)

Leeward Wall 1014.88

- 0.5 - 250.17 - 615.52 Side wall - 0.17 35.51 - 329.84

For the windward Wall pressure at height Z above the ground :

Table 3 – 4 (b) Pressure Distribution

Z Kz Cp qz(N/m2) P+ (N/m2) P- (N/m2) 0.0 0.85 0.8 542.55 552.91 187.56 4.6 0.85 0.8 542.55 552.91 187.56 6.1 0.9 0.8 574.46 574.69 209.33 7.6 0.94 0.8 599.99 592.11 226.76 9.1 0.98 0.8 625.52 609.54 244.18

12.2 1.04 0.8 663.82 635.67 270.31 15.2 1.09 0.8 695.74 657.45 292.09 18.0 1.13 0.8 721.27 674.87 309.51 21.3 1.17 0.8 746.80 692.29 326.94 24.4 1.21 0.8 772.33 709.72 344.36 27.4 1.24 0.8 791.48 722.78 357.43 30.5 1.26 0.8 804.25 731.50 366.14 36.6 1.31 0.8 836.16 753.27 387.92 42.7 1.36 0.8 868.07 775.05 409.70 48.8 1.39 0.8 887.22 788.12 422.76 54.9 1.43 0.8 912.75 805.54 440.19 61.0 1.46 0.8 931.90 818.61 453.25 76.2 1.53 0.8 976.58 849.10 483.74 91.4 1.59 0.8 1014.88 875.23 509.88

106.7 1.64 0.8 1046.80 897.01 531.65 121.9 1.69 0.8 1078.71 918.79 553.43 137.2 1.73 0.8 1104.24 936.21 570.86 152.4 1.77 0.8 1129.77 953.64 588.28

Analysis | 3 Loads

Page 21 of 139

Ch.3

3.3.2 Seismic Load : Earthquakes loadings on the structure are produced through its interaction with the ground and its response characteristics . These loadings result from the structure’s distortion caused by the ground’s motion and the lateral resistance of the structure, Their magnitude depends on the amount and type of ground accelerations , mass and the stiffness of the structure. The method used to calculate seismic loads is equivalent lateral force procedure As specified in ASCE 7-10 section 12.8 .

Seismic Parameters :

a) Spectral Response Acceleration Parameters :

= 0.514 ( accordance USGS of Ref. 11 ) Appendix 5 S = 0.206 ( accordance USGS of Ref. 11 ) Appendix 5

Site class “D” (accordance geotechnical report of complex area )

= 1.388 from ASCE07-10 Table 11.4-1 = 1.988 from ASCE07-10 Table 11.4-1

. 0.7134 ( Equ. 3-16 )

. 0.4095 ( Equ. 3-17 )

b) Design Spectral Acceleration Parameters:

= 2. /3 = 0.476g ( Equ. 3-18 )

= 2. /3 = 0.273g ( Equ. 3-19 )

Analysis | 3 Loads

Page 22 of 139

Ch.3

c) Importance factor :

Occupancy Category ” Risk Category “I : Buildings and other structures, the failure of which could pose a substantial risk to human life : I III 23 Importance Factor (I) based on Occupancy Category = 1.25 24

d) Seismic Design Category :

Seismic Design Category : “C” ( 0.33 ≤ SDS ≤ 0.50) ASCE07-05 Table 11.6-1 Seismic Design Category : “D” ( 0.2 ≤ SD1) ASCE07-05 Table 11.6-1

Most severe Category : Seismic Design Category D . e) Design coefficients and Factors :

ASCE07-05 Table 12.2-1 B. Building Frame Systems 4. Special reinforced concrete shear walls Response Modification Coefficient, R = 6.00 System Over strength Factor, Ωo = 2.50 Deflection Amplification Factor, Cd = 5.00

Seismic load Calculation :

25 ( Equ. 3-20 )

26 ( Equ. 3-21 )

0.4766

1.25

0.0992

23 ASCE07-10 Table 1.5-1 24 ASCE07-10 Table 1.5-2 25 ASCE Equ. 12.8-1 26 ASCE Equ. 12.8-2

Analysis | 3 Loads

Page 23 of 139

Ch.3

Need not to exceed the following :

27 ( Equ. 3-22 )

According to ( ASCE12.8.2.1) an approximate value of the fundamental period for concrete shear wall structures should be calculated as follows:

28 ( Equ. 3-23 )

From ASCE 7-10 Table 12.8-2

For All other structural systems 0.0488, 0.75

Knowing that 91.7 and Sub. in Equ 3-23

0.0488 91.7 . 1.446

Maximum allowable 29

0.273, 1.427 12.8 1

1.446 1.427 2.063

Sub. in Equ. 3-22

0.273

2.063 61.25

0.0275 0.0992, 0.0275

∶

0.044 0.01 30 ( Equ. 3-24 )

0.0262 0.0275

Take 0.0275

27 ASCE Equ. 12.8-3 28 ASCE Equ. 12.8-7 29 ASCE 12.8.2 30 ASCE equ. 12.8-5

Analysis | 3 Loads

Page 24 of 139

Ch.3

Story Drift Calculation :

Maximum story drift calculated by the program = 12 mm

Amplified story drift ; ∆ / 31 ( Equ. 3-25 )

5 from ASCE Table 12.2-1

∆ 0.012 5 /1.25 0.048

Allowable Story drift ( ASCE Table 12.12-1 )

All other structures with Risk Category III , ∆ 0.015

∆ 0.015 3.75 0.0563 0.048,

Vertical distribution :

Seismic load vertical distribution is calculated using ASCE07-10 equations,

each floor weight is calculated as an effective seismic weight as defined in

ASCE 12.7.2, the same provision states that the effective seismic weight shall

include only the dead load (note that there is no storage area is used in the

tower, an extra 25% percent of the live load is not required in weight

calculation ).

31 ASCE equ. 12.8-15

Analysis | 3 Loads

Page 25 of 139

Ch.3

a) Seismic load in x direction

F C V 32 ( Equ. 3-26 )

C ∑

33 ( Equ. 3-27 )

K = 1 , for structures having a period of less than 2.5s or more

Base Shear :

0.0275 346559 9530.373

Table 3 – 5 Vertical Distribution

Floor Weight (kN)

Height (m) C F

(kN) 23 4944.958 90.3 446529.71 0.0321 130.00 22 8000 86.55 692400 0.0497 201.58 21 8881.725 82.8 735406.83 0.0528 214.10 20 8881.725 79.05 702100.36 0.0504 204.40 19 11088 75.3 834926.4 0.0599 243.07 18 11988.77 71.55 857796.21 0.0616 249.73 17 13358.83 67.8 905728.4 0.0650 263.68 16 13358.83 64.05 855632.81 0.0614 249.10 15 14373.2 60.3 866704.14 0.0622 252.32 14 14373.2 56.55 812804.63 0.0584 236.63 13 14373.2 52.8 758905.12 0.0545 220.94 12 14373.2 49.05 705005.61 0.0506 205.25 11 14373.2 45.3 651106.1 0.0467 189.56 10 16055.55 41.55 667108.1 0.0479 194.21 9 16055.55 37.8 606899.79 0.0436 176.69 8 16055.55 34.05 546691.48 0.0393 159.16 7 16055.55 30.3 486483.17 0.0349 141.63 6 16055.55 26.55 426274.85 0.0306 124.10 5 16681.33 22.8 380334.32 0.0273 110.73 4 16681.33 19.05 317779.34 0.0228 92.51 3 20294.84 15.3 310511.05 0.0223 90.40 2 20294.84 9.3 188742.01 0.0136 54.95 1 39960.04 4.3 171828.17 0.0123 50.02

Sum 346559 13927699 1

32 ASCE equ. 12.8-11 33 ASCE equ. 12.8-12

Analysis | 3 Loads

Page 26 of 139

Ch.3

Horizontal distribution :

Horizontal distribution shall be distributed to the various vertical elements of the seismic force-resisting system in the story under consideration based on the relative lateral stiffness of the vertical resisting elements and the diaphragm (ASCE 12.8.4).

Relative lateral stiffness for the structure has been calculated using STAAD PRO V8i software.

Figure 3-3 5th Floor Horizontal Distribution

Analysis | 4 Modeling

Page 27 of 139

Ch.4

Chapter 4 | Modeling

4.1 Introduction

This chapter presents a brief account on the program modeling process

with its precedents including the geometric input and the generation of

loads.

4.2 Modeling Procedure

Modeling procedure started with a geometric drawing using the program of Autodesk AutoCAD, which is next exported to STAAD PRO program changing the Z up to Y up which is the program requirement for proper lateral load generation.

Slabs were modeled as plates with a convenient mesh generation, preliminary dimensions were assigned to each member and support condition was established.

The software of STAAD requires the shear wall to be modeled as a surface element with automatic meshes in order to get the results of in-plane internal stresses of both shear and moment, while other walls which designed as a compression member can be modeled as a regular plate element with manual meshing using the parametric model which is a new meshing option to provide a finite element mesh which both allow to connect the mesh to any attached node and to have the availability to control the element size.


Page 28 of 139

Ch.4

STAAD houses a PDELTA ANALYSIS facility, a special analysis for the accounting of slenderness effects , this analysis was performed in order to allow the effects of the second order moments to be considered in the analysis .

A new substantially faster analysis engine has been performed with the use of “ Advanced Solver analysis ” , a new feature engine which reduced analysis time 34 for the total structure .

The following figure shows an overview of the Model.

Finally , Results and internal forces of each structural member have been carried out to excel sheets to design them properly.

34 : The executed model had spent 70 hrs. analyzing, while the advanced engine spent 6 hrs

Figure 4-1 Geometric and Rendered Models


Page 29 of 139

Ch.4

4.2.1Generation of Seismic and Wind Loads

The following figures shows input dialogs for wind and seismic parameters.

Figure 4-2 Input Dialogs for wind parameters

Figure 4-3 Input Dialogs for wind parameters


Page 30 of 139

Ch.4

The result of the generated seismic load located in STAAD PRO output file is shown in the next figure ( 4-4 )

It can be noticed that the implemented manual seismic parameters calculation including base shear matches the generated by the program, also manual weight calculation is nearly the same.

Figure 4-4 Seismic parameters output


Page 31 of 139

Ch.4

4.3 Syntax Sample for STAAD Pro Model (STAAD EDITOR)

The following syntax shows the program code and the sequence of processing the input data by the program :

STAAD SPACE DXF IMPORT OF HOTEL MODEL.DXF

START JOB INFORMATION

ENGINEER DATE 22-Oct-13

END JOB INFORMATION

INPUT WIDTH 79 < lines width >

UNIT METER KN

JOINT COORDINATES

2535 79.88 4.125 6.62; < Joint number , x , y , z >

Member incidences

3440 2658 2669; < Member number ,Start node , End node >

Element incidences shell

6979 4823 4824 4687 < Plate number , first node, second node , third node >

Element Property

152 TO 451 Thickness 0.5 < Plate number , thickness >

Supports

5431 To 54651 FIXED < Supported nodes , type of support >

DEFINE MATERIAL START

ISOTROPIC CONCRETE

E 2.17185e+007


Page 32 of 139

Ch.4

POISSON 0.17

DENSITY 23.5616

ALPHA 1e-005

DAMP 0.05

END DEFINE MATERIAL

MEMBER PROPERTY AMERICAN

165 To 545 PRIS YD 0.4 ZD 0.35 < members , YD = member height , ZD = member width >

CONSTANTS

MATERIAL CONCRETE ALL

DEFINE REFERENCE LOADS

LOAD R1 LOADTYPE Live TITLE LIVE LOAD

FLOOR LOAD

YRANGE 4.07 4.1 FLOAD -1.92 XRANGE 69.1 99.3 ZRANGE -38.3 15.2 GY

< x ,y & z Ranges , Distributed live load value and direction >

ELEMENT LOAD

105 TO 351 PR GY -1.92 < plates’ numbers , Distributed load value >

LOAD R2 LOADTYPE Dead TITLE TOPPING

FLOOR LOAD


< x ,y & z Ranges , Distributed dead load value and direction >

ELEMENT LOAD

100112 TO 101445 PR GY -2 < plates’ numbers, Distributed load value >

LOAD R3 LOADTYPE Dead TITLE SLAB WEIGHT


Page 33 of 139

Ch.4

FLOOR LOAD


< x ,y & z Ranges , Distributed slab load value and direction >

LOAD R4 LOADTYPE Dead TITLE WALL LOAD

MEMBER LOAD

165 To 171 UNI GY -9.3 < Members’ numbers, Uniform wall load value >

LOAD R5 LOADTYPE Dead TITLE SELF

SELFWEIGHT Y -1 LIST 153 to 554 < Weight direction , members’ list >

END DEFINE REFERENCE LOADS

DEFINE IBC 2006 <Seismic Load Generation>

SS 0.514 S1 0.206 I 1.25 RX 5.5 RZ 5.5 SCLASS 4 TL 7 FA 1.4616 FV 2.32 K 0.9 < Seismic Parameters >

SELFWEIGHT 1

REFERENCE LOAD Y

R2 1.0 R3 1.0 R4 1.0

DEFINE WIND LOAD

TYPE 1 <Wind Generation , Windward Direction>

<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!

ASCE-7-2002:PARAMS 35.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 - 2 90.375 M 36.000 M 36.000 M 0.300 0.010 0 - 0 0 1 0 1.591 1.000 1.150 0.850 0 - 0 0 0 0.845 0.800 0.180

!> END GENERATED DATA BLOCK

INT 0.631733 0.631733 0.718945 0.771161 0.809717 0.840733 0.866899 0.889654 -

0.909864 0.928096 0.94474 0.960079 0.974324 0.987638 1.00015 0.916257 HEIG 0 -


Page 34 of 139

Ch.4

4.572 11.1722 17.7725 24.3727 30.9729 37.5732 44.1734 50.7736 57.3739 -

63.9741 70.5743 77.1745 83.7748 90.375 90.375

TYPE 2 <Wind Generation , Leeward Direction>


ASCE-7-2002:PARAMS 35.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -

2 90.375 M 36.000 M 36.000 M 0.300 0.010 1 -

0 0 1 0 1.591 1.000 1.150 0.850 0 -

0 0 0 0.845 -0.500 -0.180


INT -0.478803 -0.478803 -0.612145 HEIG 0 90.375 90.375

TYPE 3 <Wind Generation , Sideward Direction>


ASCE-7-2002:PARAMS 35.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -

2 90.375 M 36.000 M 36.000 M 0.300 0.010 2 -

0 0 1 0 1.591 1.000 1.150 0.850 0 -

0 0 0 0.845 -0.700 -0.180


INT -0.478803 -0.478803 -0.783844 HEIG 0 90.375 90.375

LOAD 1 LOADTYPE Seismic TITLE SEISMIC X DIRECTION

IBC LOAD X 1

LOAD 2 LOADTYPE Seismic TITLE SEISMIC Z DIRECTION

IBC LOAD Z 1

LOAD 3 LOADTYPE Live REDUCIBLE TITLE LIVE LOAD

REFERENCE LOAD


Page 35 of 139

Ch.4

R1 1.0

LOAD 4 LOADTYPE Dead TITLE DEAD LOADS

REFERENCE LOAD

R2 1.0 R3 1.0 R4 1.0

REFERENCE LOAD

R5 1.0

LOAD 5 LOADTYPE Wind TITLE WIND X DIRECTION

WIND LOAD X 1 TYPE 1

WIND LOAD -X 1 TYPE 2

WIND LOAD -Z -1 TYPE 3

WIND LOAD -Z 1 TYPE 3

LOAD 6 LOADTYPE Wind TITLE WIND Z DIRECTION

WIND LOAD Z 1 TYPE 1

WIND LOAD -Z 1 TYPE 2

WIND LOAD -X -1 TYPE 3

WIND LOAD -X 1 TYPE 3

LOAD COMB 7 1.4D

4 1.4

LOAD COMB 8 1.2D+1.6L

4 1.2 3 1.6

LOAD COMB 9 1.2D+1L+1W(X)

3 1.0 4 1.2 5 1.0

LOAD COMB 10 1.2D+1L+1W(Z)

3 1.0 4 1.2 6 1.0

LOAD COMB 11 1.2D+1L+1E(X)

3 1.0 4 1.2 1 1.0

LOAD COMB 12 1.2D+1L+1E(Z)


Page 36 of 139

Ch.4

3 1.0 4 1.2 2 1.0

LOAD COMB 13 0.9D+1W(X)

4 0.9 5 1.0

LOAD COMB 14 0.9D+1W(Z)

4 0.9 6 1.0

LOAD COMB 15 0.9D+1E(X)

4 0.9 1 1.0

LOAD COMB 16 0.9D+1E(Z)

2 1.0 4 0.9

PERFORM ANALYSIS

FINISH


Page 37 of 139

Ch.4

Part 3 | Structural Design

Structural Design | 5 Design of Floor System and Stairs

Page 38 of 139

Ch.5

Chapter 5 | Design of Floor System and Stairs

5.1 Introduction

In this chapter a gravity load resisting system is managed to be

designed including the stairs, three floor systems are discussed and

one of them is adopted , the elements to be designed for the chosen

floor system are :

1) Design of Beams.

2) Design of Slabs.

3) Design of Stairs.

5.2 Floor System Design

Three types of floor systems are considered and a choice between them is made upon structural design, also ease of construction is taken into account.

These floor systems are:

1) Flat Plate Floor System with Perimeter Beams (Option 1). 2) Solid Slab with Beams (Option 2). 3) Two-Way Joist Floor System (Waffle slab) (Option 3).

5.2.1 Considerations During Analysis and Design:

a) Gravity loads only : Members load , Toppings , Façade load , Live Load and Wall Load.

b) Load Combination : 1.2 D + 1.6 L.


Page 39 of 139

Ch.5

c) Columns: Square tied column with (h=1000 mm , b=1000m).

d) Floor : Typical floor has been chosen as the most repetitive floor, which is floors from 6th floor to 10th floor.

5.2.2 Design Procedures for typical floor systems members:

Beams, Ribs, Slabs:

Dimensions :

For Beams → In accordance to ACI Table 9.5(a).

For Slabs:→ In accordance to ACI Table 9.5(c).

Flexure:

. . 35 ( Equ. 5-1 )

0.428 . ( Equ. 5-2 )

b ( Equ. 5-3 )

35 ACI 10.5.1 (equ.10-3)

Figure 5-1 Typical Floor 6th floor to 10th


Page 40 of 139

Ch.5

Where:

1 ( Equ. 5-4 )

.

( Equ. 5-5 )

² ( Equ. 5-6 )

Checking if the section is in the tension controlled zone:

. ( Equ. 5-7 )

( Equ. 5-8 )

0.375 tension controlled zone checked 36

Shear :

Design of the shear reinforcement has been based on the following equation:

37 ( Equ. 5-9 )

Where :

∅ ∅0.17 38 ( Equ. 5-10 )

∅

∅ ( Equ. 5-11 )

36 ACI Fig. R 9.3.2 37 ACI 11.1 (equ.11-1) 38 ACI 11.4.7.9


Page 41 of 139

Ch.5

Checking for Vsmax:

0.66 39 ( Equ. 5-12 )

Checking for maximum spacing:

S= Avfyd

Vs . 40 41 ( Equ. 5-13 )

And not more than

( if 0.33 ) 42 ( Equ. 5-14 )

For Slab only:

Asprovided AS-T

Asprovided 0.018 b h ( Equ. 5-15 )

Shear in slab (Two way Shear) :

Vc shall be the smallest of : 0.17 1 ′ 43 ( Equ. 5-16 )

0.083 2 ′ 44 ( Equ. 5-17 )

0.33 ′ 45 ( Equ. 5-18 ) check for shear moment transfer:

∅

46 ( Equ. 5-19 )

Where :

= (from punshing) + ′ (from column strip moment)

39 (5.5) ACI 11.4.7.2 40 ACI 11.9.9.1 (equ. 11-29) 41 ACI 11.4.6.3 (equ. 11-3) 42 ACI 11.4.5.3 43 ACI 11.11.2.1 (equ. 11-31) 44 ACI 11.11.2.1 (equ. 11-32) 45 ACI 11.11.2.1 (equ. 11-33) 46 ACI R11.11.7.2


Page 42 of 139

Ch.5

1 47 ( Equ. 5-20 )

b1 – direction of frame

= b/2 (corner and interior)

2 ∗ 2 ∗ 2 ( Equ. 5-21 )

2 ∗ 1 2 ( Equ. 5-22 )

1 2 ( Equ. 5-23 )

Mn (edge and corner) = Mu(column strip moment)

∅+ vu

∅x- d

2 ( Equ. 5-24 )

0.07 0.5 . ( Equ. 5-25 )

1 ( Equ. 5-26 )

If 0.33 ′ (Ok)

If 0.33 ′

Arrangement of stirrup shear reinforcement for interior column as shown in the following figure :

47 ACI 11.11.7.1 (equ. 11-37)

Figure 5-2 Arrangement of stirrup reinforcement ACI Fig. R11.11.3(d)


Page 43 of 139

Ch.5

5.2.3 Options for Floor Systems :

Option 1 | Flat Slab Floor with Perimeter Beams Flat slab floor has been found to be economical where the spans are moderate and loads relatively light also minimum construction time and low labor costs result from the very simple formwork.

The smooth underside of the slab can be painted directly and left exposed for ceiling, or it could be plastered.

Figure 5-3 Flat slab with perimeter beams


Page 44 of 139

Ch.5

The following graph shows Staad pro model for flat slab (Figure 5-4) :

Floor members dimensions (All in mm) :

Beam 1 : h=600 , b=400 Beam 2 : h=500 , b=300 Outer Plate : h=260 Inner Plate : h=150

Analysis results & Design: 1) Beams Design :

Table 5 – 1(a) Beam Design Results ( Flat Plate )

Beams B1 B2

(+) Midspan (-) Support (+) Midspan (-) Support 400 300 600 500

(kN.m) - 260.4 - 137.7 (kN.m) 185.1 - 115.0 -

(kN) 239.4 118.7 Flexure Strength

931.7 1328.5 715.6 863.9 5586.8 5586.8 3417.0 3417.0

Figure 5-4 Flat Slab Model


Page 45 of 139

Ch.5

722.7 722.7 442.0 442.0 Rein. 5∅16 mm 7∅16 mm 4∅16 mm 5∅16 mm

x/dt check 0.077 (Ok) 0.107 (Ok) 0.100 (Ok) 0.126 (Ok) Shear Strength

Vc 218.0 133.4 Vs 101.1 24.9

Av/s min 0.35 0.26 S-max 4 shear 271 221

S for 4 leg 900 1200 S used (legs, bar) 250 (4 leg ∅10 mm) 200 (4 leg ∅10 mm)

Note : (At face of support) , (At d distance from face of support) 2) Slap Design :

Table 5 – 1(b) Slab Design Results ( flat Plate )

Plates

X Direction Z Direction Column Strip (+)

Column Strip (-)

Middle Strip

(+)

Middle Strip (-)

Column Strip (+)

Column Strip (-)

Middle Strip

(+)

Middle Strip (-)

1000 1000 260 260

(kN.m) - 141.37 - 55.8 - 152.57 - 56.2

(kN.m) 71.0 - 73.6 - 70.5 - 71.8 -

(kN)

Flexure Strength 874.3 1795.2 907.3 682.9 868.0 1947.5 884.5 687.9 5695.0 5695.0 5695.0 5695.0 5695.0 5695.0 5695.0 5695.0 736.7 736.7 736.7 736.7 736.7 736.7 736.7 736.7

Rein. 4∅18 mm/m

8∅18 mm/m

4∅18 mm/m

3∅18 mm/m

4∅18 mm/m

8∅18 mm/m

4∅18 mm/m

3∅18 mm/m

x/dt check 0.08(Ok) 0.15(Ok) 0.08(Ok) 0.06(Ok) 0.08(Ok) 0.15(Ok) 0.08(Ok) 0.06(Ok)


Page 46 of 139

Ch.5

Table 5 – 1(C) Shear Check (kN) 1064.2

Column type Interior ∅ (kN) 1623.8 > (Ok)

Punching Shear Check Vn (N/mm2) 2.96Vc (N/mm2) 1.95 < 2.96 (Not Ok) , Provide Shear

stirrups Vs (kN) 1.01 N/mm2→ 1300 kN

S for stirrups 100 (4 leg ∅10 mm)

Option 2 | Solid Slab with Beams

Figure 5-5 Solid slab with beams


Page 47 of 139

Ch.5

Analysis Results: The following graph shows Staad pro model for solid slab with beams (Figure 5-5) :

Floor members dimensions (All in mm) : Beam 1 : h=500 , b=400 Beam 2 : h=500 , b=300 Outer Slab : h=250 Inner Slab : h=150

1) Beams Design :

Table 5 – 2(a) Beam Design Results ( Solid Slab With Beams )

Beams B1 (Outer) B2 (Inner)

Mid span Support Mid span Support 400 300 500 500

(kN.m) - 180.9 - 214.7 (kN.m) 121.7 - 122.0 -

(kN) 143.04 150.9 Flexure Strength

754.6 1139.8 764.8 1394.9 4535.4 4535.4 3401.5 3401.5 586.7 586.7 440.0 440.0

Rein. 3∅20 mm 4∅20 mm 3∅20 mm 5∅20 mm x/dt check 0.09 (Ok) 0.12 (Ok) 0.12 (Ok) 0.20 (Ok)

Figure 5-6 Solid slab with beams Model


Page 48 of 139

Ch.5

Shear Strength Vc 177.8 133.4 Vs 12.9 67.8

Av/s min 0.35 0.26 S-max 4 shear 221 221

S for 4 leg 900 1200 S used (legs, bar) 250 (4 leg ∅10 mm) 200 (4 leg ∅10 mm)

2) Slab Design :

Table 5 – 2(b) Slab Design Results ( Solid Slab With Beams )

Slab

X Direction Y Direction Column Strip (+)

Column Strip (-)

Middle Strip

(+)

Middle Strip (-)

Column Strip (+)

Column Strip (-)

Middle Strip

(+)

Middle Strip (-)

1000 1000 250 250

(kN.m) - 91.7 - 32.9 - 81.4 - 32.0

(kN.m) 45.9 - 47.1 - 45.8 - 44.2 -

(kN) 61.1


Rein. 5∅14 mm/m

6∅16 mm/m

5∅14 mm/m

5∅14 mm/m

5∅14 mm/m

6∅16 mm/m

5∅14 mm/m

5∅14 mm/m

x/dt check 0.06(Ok) 0.09(Ok) 0.06(Ok) 0.06(Ok) 0.06(Ok) 0.09(Ok) 0.06(Ok) 0.04(Ok)

Shear Strength ∅ (kN) 188.6 > 61.1 kN


Page 49 of 139

Ch.5

Option 3 | Two-Way Joist Floor System (Waffle slab)

Waffle mould dimension was chosen between multiple available standard

pans as presented in (Ref. 12) , the following graph shows a view for the waffle

slab pans with a (9 m x 9 m) span :

Figure 5-7 Middle Strip and Column strip dimensions

Figure 5-8 Waffle Pans dimensions Figure 5-9 Waffle Pans Distribution


Page 50 of 139

Ch.5

Analysis Results: The following graph shows Staad pro model for waffle slab (Figure 5-11) :

Figure 5-11 Waffle slab model

Figure 5-10 Waffle


Page 51 of 139

Ch.5

Floor members dimensions (All in mm) : Beam 1 : h=400 , b=350 , Concrete cover = 40 mm Beam 2 : h=400 , b=450 , Concrete cover = 40 mm Beam 3 : h=400 , b=450 , Concrete cover = 40 mm Rib : h=400 , b=200, Concrete cover = 30 mm

Table 5 – 3 Ribs Design ( Waffle Slab )

Beams B1 B2 B3 Rib

Mid span

Support Mid span

Support Mid span

Support

Mid span Support

350 450 450 200 400 400 400 400

(kN.m) - 158.783 - 270.8 - 150.8 - 109.1

(kN.m) 106.0 - 152.0 - 218.0 - 83.8 -

(kN) 164.8 318.1 218.0 99.2


Rein. 4∅18 mm

6∅18 mm

5∅18 mm

10∅18 mm

(2 Layers)

5∅18 mm

5∅18 mm

4∅18 mm

(Bundled)

3∅18 mm

x/dt check

0.18(Ok)

0.21(Ok) 0.14(Ok)

0.14(Ok) 0.14(Ok)

0.14(Ok)

0.24(Ok) 0.05(Ok)

Shear Strength Vc 120.4 133.4 154.7 70.8Vs 125.3 290.7 159.7 61.5

Av/s min 0.305 0.262 0.392 0.174S-max for

shear 171 221 171 176

S for 4 leg 1026 1200 800 1800S used (legs, bar)

200 (4 leg ∅10 mm)

250 (4 leg ∅10 mm)

200 (4 leg ∅10 mm)

200 (2 leg ∅10 mm)


Page 52 of 139

Ch.5

Comparison between floor systems :

Table 5 – 4 Comparison between Floor Systems

Options Floor

Weight (kN)

Estimated Reinforcement

(ton)

Estimated Formwork

(m2)

Pans (Number)

Flat Slab System

17741.64 46.6 1225.8 -

Solid Slab with beams

System 15990.69 35.9 1245.6 -

Waffle Slab System 14885.96 36.5 1110.6 1250

5.2.4 Selected System

Two-Way Joist Floor System (Waffle Slab) has been chosen as the selected floor system , and the following points shows the advantages of using this system :

1) Waffle system is the lightest solution with a significant concrete saving compared to other systems .

2) It is easy to erect specially with the advantage of embedded beams (Flat shuttering is used).

3) Moulds are reusable with up to 120 times ( Ref 12 ) making it cost effective , also it provides an excellent feature finishing.

4) Moulds are lightweight (polypropylene moulds), durable and easy to handle.


Page 53 of 139

Ch.5

5.3 Design of All Floors

According to 5.1.4 , Waffle slab system is the system used for all floors , the following shows the detailed design for this floor elements.

The following figure shows beams (B1 to B4) distribution :

Figure 5-12 5th Floor Horizontal Distribution


Page 54 of 139

Ch.5

5.3.1 Calculation Sample for Beams and Ribs :

torsion effect acting simultaneously in the same combination with critical moment or critical shear will be considered

Calculation Sample of (B3) :

420 = 35 Mpa λ = 1

. 40 10

Assume : ∅ 0.9

∅ 0.75

b = 450 mm

h = 400 mm

a) Longitudinal Reinforcement ( at Support ) :

MaximumNegativeM 218.73kN.m, with

54 .

Assume: 20

2

400 40 10 202

340

∅

.

.4.67 ( Equ. 5-27 )

m = fy

0.85fc' =

.= 14.12 ( Equ. 5-28 )

1 1 ( Equ. 5-29 )

114.12

1 1 2 14.12 4.67

420 0.01217

As-req= ρ ×b ×d = 0.01217 450 340 1816.8mm


Page 55 of 139

Ch.5

As-max 0.428 0.85 fc'

fy×β1 ×b×d ( β1 0.8) 48 ( Equ. 5-29 )

= 0.428 × 0.85 ×35

420 0.8 450 340 = 3710.8 mm2 ( Equ. 5-30 )

.

. 49

0.25√35420

450 340 1.4420

450 340

538.8 governs 510

As-min= 538.8mm2

∶ As-req for flexure 1816.8mm

ℓ

. 50 ( Equ. 5-31 )

0.496, 1300,

. 545 5 42

0.175 0.175 0.1875

ℓ0.42√35 450 400

4200.496 1300

420420

419.68

ℓ cot 51 ( Equ. 5-32 )

Aℓ 0.496 1300420420

cot 45 644.8mm Aℓ

48 ACI 10.2.7.3 49 [ ACI (10.5.1) equation (10.3) ) ] 50 ACI 11.5.5.2 equ. 11-24 (a) 51 ACI 11.5.3.7 equ. 11-22 (a)


Page 56 of 139

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Total longitudinal reinforcement shall be distributed around perimeter of the beam 52

A A Aℓ 1816.8 644.84

1978mm

Use 7 20 1

a= Asfy

0.85 fc'b ( Equ. 5-33 )

a = 2199×420

0.85 × 35 × 350 = 69 mm

xdt

69

0.8 3400.253< 0.375

hence ∅=0.9 tension control checked

S ( Equ. 5-34 )

S 35mm 25 & d , OK 53

b) Longitudinal Reinforcement ( at Mid span ) :

Maximum Positive M 105.1kN.m

Assume: 16

2

400 40 10 162

342

∅

.

.2.22( Equ. 5-35 )

m = fy

0.85fc' =

.= 14.12( Equ. 5-36 )

1 1 ( Equ. 5-37 )

52 ACI 11.5.6.2 53 ACI (7.6.1)


Page 57 of 139

Ch.5

114.12

1 1 2 14.12 2.22

420 0.0055

As-req= ρ ×b ×d = 0.0055 450 342 846.5mm

As-max 0.428 0.85 fc'

fy×β1 ×b×d ( β1 0.8 54 ( Equ. 5-38 )

= 0.428 × 0.85 ×35

420 0.8 450 342 = 3732.6 mm2

.

. 55

0.25√35420

450 342 1.4420

450 342

542 governs 513

As-min= 542 mm2

∶ As-req for flexure 846.5mm

Use 5 16 1

a= Asfy

0.85 fc'b

a = 1005×420

0.85 × 35 × 450 = 31.54 mm

xdt

31.54

0.8 3400.116< 0.375


S ( Equ. 5-39 )

S 67.5mm 25 & d , OK 56

54 ACI 10.2.7.3 55 ACI 10.5.1 equation (10.3) 56 ACI 7.6.1


Page 58 of 139

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c) Transverse reinforcement ( Zone 1 ) :

V 258.7kN, withT 54 . , 420 .

T ∅ 0.083 λ √fc′ 57 ( Equ. 5-40 )

T 0.75 × 0.083 × 1 × √35450 4002 450 400

7.019kN.m

T ∅ 0.33 λ √fc′ 58 ( Equ. 5-41 )

T 0.75 × 0.33 × 1 × √35×450 4002 450 400

27.91 .

54 . , 27.91 .

Check section adequacy :

.∅ 0.66 59 ( Equ. 5-42 )

P 2 h 2c. c 2d b 2c. c 2d

2400 2 40 2 10 450 2 40 2 10

1300mm

h 2c. c 2d b 2c. c 2d

400 2 40 2 10 450 2 40 2 10 105000

0.17 ( Equ. 5-43 )

0.17 √35 450 340/1000 153.87

258.7 1000450 340

27.91 1000000 13001.7 105000

0.75 153.87 1000450 340

0.66√35

57 ACI 11.5.1 (a) 58 ACI 11.5.2.2 (a)


Page 59 of 139

Ch.5

2.57 3.68 (Hence, section is adequate)

∅∅

258.7 0.75 153.87

0.75191.06

0.66 60 ( Equ. 5-43 )

0.66√35 450 340 597.4

0.85 0.85 105000 89250 ( Equ. 5-44 )

45 ( for non-prestressed members )

61 ( Equ. 5-45 )

27.91 10000000.75

2

89250 420 cot 45

0.496

62 ( Equ. 5-46 )

191.06 1000420 340

1.338

Total transverse reinforcement = 1.338 0.496 2

2.33

Assume 4 leg ∅10( A = 314.16 )

s A2.33

314.162.33

134.8mm, 100

Minimum transverse reinforcement :

2 0.062 63 ( Equ. 5-47 )

20.062√35

450420

0.393 2.16

60 ACI 11.4.7.9 61 ACI 11.5.3.6 equ. 11-21 (a) 62 ACI 11.4.7.2 equ. 11-15 (a) 63 ACI 11.5.5.2 equ. 11-23


Page 60 of 139

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Maximum spacing of transverse reinforcement for torsion :

162.5 , 300 64

Maximum spacing of transverse reinforcement for Shear :

0.33 0.33√35 298.7 65

Sd2

3402

170 100 ,

Assume 4 leg ∅10@100 .

d) Transverse reinforcement ( Zone 2 ) :

V 34.12kN,withT 11.6 . , 420 .

T ∅ 0.083 λ √fc′ 66 ( Equ. 5-48 )

T 0.75 × 0.083 × 1 × √35450 4002 450 400

7.019kN.m

T ∅ 0.33 λ √fc′ 67 ( Equ. 5-49 )

T 0.75 × 0.33 × 1 × √35×450 4002 450 400

27.91 .

11.6 . , 11.6 .

Check section adequacy :

.∅ 0.66 68 ( Equ. 5-50 )

P 2 h 2c. c 2d b 2c. c 2d 2400 2 40 2 10 450 2 40 2 10 1300mm

64 ACI 11.5.6.1 65 ACI 11.4.5.3 66 ACI 11.5.1 (a) 67 ACI 11.5.2.2 (a) 68 ACI 11.5.3.1 , Equ. (11-18)


Page 61 of 139

Ch.5

h 2c. c 2d b 2c. c 2d

400 2 40 2 10 450 2 40 2 10 105000

0.17 ( Equ. 5-51 )

0.17 √35 450 340/1000 153.87

34.12 1000450 340

11.6 1000000 13001.7 105000

0.75 153.87 1000450 340

0.66√35

0.4 3.68 ( Hence section is adequate )

∅∅

34.12 0.75 153.87

0.750,

0.85 0.85 105000 89250

45 ( for non-prestressed members )

69 ( Equ. 5-52 )

11.6 10000000.75

2

89250 420 cot 45

0.206

Total transverse reinforcement = 0 0.206 2

0.412

Assume 4 leg ∅10( A = 314.16 )

s A

0.412314.160.412

762.5mm

Minimum transverse reinforcement:

2 0.062 70 ( Equ. 5-53 )

69 ACI 11.5.3.6 equ. 11-21 (a) 70 ACI 11.5.5.2 equ. 11-23


Page 62 of 139

Ch.5

20.062√35

450420

0.393 0.412

Use 4 leg ∅10@130 .

Calculation Sample of (B2) :

a) Longitudinal Reinforcement ( at Support ) :

MaximumNegativeM 401.43kN.m, with 3.25 .

Same procedure as in sample calculation of (B3) except No need to add up ℓ to longitudinal reinforcement, because threshold torsion has been exceeded as calculated in transverse reinforcement of Zone 1 .

b) Longitudinal Reinforcement ( at Mid span ) :

Same procedure as in sample calculation of (B3) .

c) Transverse reinforcement ( Zone 1 ) :

V 440.55kN, withT 3.25 . , 420 .

T ∅ 0.083 λ √fc′ 71 ( Equ. 5-54 )

T 0.75 × 0.083 × 1 × √35450 4002 450 400

7.019kN.m

3.25 . thresholdexceeded, designonlyonshear

0.17 0.17 √35 450 340/1000 153.87

∅∅

440.55 0.75 153.87

0.75433.53

0.66 ( Equ. 5-55 )

0.66√35 450 340 597.4

71 ACI 11.5.1 (a)


Page 63 of 139

Ch.5

72 ( Equ. 5-56 )

.

3.036mm

Assume 4 leg ∅10( A = 314.16 )

s A

3.036314.163.036

103.48mm, 100

Maximum spacing of transverse reinforcement for Shear :

0.33 0.33√35 298.7 73

Sd2

3402

170 100 ,

Assume 4 leg ∅10@100 .

d) Transverse reinforcement ( Zone 2 ) :

Same procedure as calculation of transverse reinforcement of Zone 1.

5.3.2 Beams and Ribs Design Results

a) Longitudinal reinforcement at support :

Table 5 – 5 Beams & Ribs Design Results ( at support ) Member B1 B2 B3 B4 R1

Dimensions

350 400 450 400 450 400 200

400 200 400

c.c. used (mm) 40 40 40 40 30

(kN.m) 290.58 401.43 218.73 41.9 102

(kN.m) 97.65 3.25 54 2.6 4.5

(mm2) 419.1 538.8 538.8 241.6 207.8

(mm2) 3066.5 3931.1 3942.7 1767.8 1520.8

72 ACI 11.4.7.2 equ. 11-15 (a) 73 ACI 11.4.5.3


Page 64 of 139

Ch.5

(mm2)

2690.3 3759 2025.1 334.7 851.8

ℓ (mm2) 304.23

Not required " less than Threshold

torsion"

419.7 343.8 263.59

ℓ (mm2) 524

Not required " less than Threshold torsion"

645.2 129.5 209.7

ℓ

(mm2) 131

Not required "less than Threshold torsion"

161.3 86 65.9

(mm2) 2821.3 3759 2186.4 420.7 917.8

(mm2)

On 1 layer

b) Longitudinal reinforcement at Mid-span :

Table 5 – 6 Beams & Ribs Design Results ( Midspan ) B1 B2 B3 B4 R1

Dimensions (

350400

450400

450400

200400

200400

c.c. used (mm) 40 40 40 40 30

(kN.m) 131 166.13 105.1 46.73 69.7

420.3 538.8 542 207.8 247.9

3075.6 3942.7 3732.6 1520.4 1814.1

1086.1 1380.6 846.5 394.4 554.7

6 16 On 1 layer

6 18 On 1 layer

5 16 On 1 layer

3 14 On 1 layer

3 16 On 1 layer


Page 65 of 139

Ch.5

c) Transverse reinforcement (at zone 1) :

Table 5 – 7(a) Transverse Reinforcement ( Zone 1 )

B1 B2 B3 B4 R1 Dimensions

( 350 400 450 400 450 400 200 400 200 400

c.c. used (mm)

40 40 40 40 30

(kN) 219.5 440.55 258.7 75 116.78

(kN.m) 97.65 3.25 54 0.271 5.14

Check section (ACI 11.5.3.1)

2.87 < 3.68 (OK)

2.9 < 3.68 (OK)

2.57 < 3.68 (OK)

1.11 < 3.68 (OK)

2.26 < 3.68 (OK)

(kN.m) 4.81 7.02 7.02 1.96 1.96

(kN.m) 19.13 27.91 27.91 7.81 7.81

(kN) 120.03 153.42 153.87 68.8 70.8

(kN) 172.63 433.42 191.1 31.2 66.13

(kN) 466 595.65 597.4 267.07 274.88

( 0.476 - 0.496 - 0.238

( 1.21 3.03 1.334 0.218 0.462

( 2.16 3.03 2.326 0.218 0.938

( 0.306

min

ACI 11.4.6.3 = 0.393

0.393

min

ACI 11.4.6.3 = 0.175

0.175

( mm ) 170.5 169.5 170 171 176


Page 66 of 139

Ch.5

( mm ) 137.5 - 162.5 - 160

4 leg @

4 leg @

4 leg @

2 leg @

2 leg @

d) Transverse reinforcement (at zone 2) :

Table 5 – 7(b) Transverse Reinforcement ( Zone 2 )

B1 B2 B3 B4 R1 Dimensions

( 350 400 450 400 450 400 - 200 400

c.c used (mm) 40 40 40 - 30

(kN) 61.13 91 34.12 - 21

(kN.m) 4 7 11.6 - 4.8

Check section (ACI 11.5.3.1)

1.67 < 3.68 (OK)

0.77 < 3.68 (OK)

0.83 < 3.68 (OK) - 1.71 < 3.68

(OK)

(kN.m) 4.81 7.02 7.02 - 1.96

(kN.m) 19.13 27.91 27.91 - 7.81

(kN) 120.03 153.42 153.87 - 70.8

(kN) 0 0 0 - 0

(kN) 466 595.65 597.4 - 274.88

( 0.344 - 0.21 - 0.233

( - - - - -

( 0.687 0 0.42 - 0.467


Page 67 of 139

Ch.5

( 0.306

min

ACI 11.4.6.3 = 0.393

0.393 - 0.175

4 leg @

4 leg @

4 leg @

2 leg @

2 leg @

Note : no need for another zone of transverse reinforcement for B4 due to its low lengths.

Beam Detailing :

The following graphs shows all beams sections detailing :


Page 68 of 139

Ch.5

5.3.3 Control of Deflection

a) Beam deflection control : For one End continuous ( the most severe case of available cases ) :

18.5900018.5

486.5

By Using ACI Table 9.5(b) for h = 400 mm Type of member: Roof or floor construction supporting or attached to nonstructural elements not likely to be damaged by large deflections (the part of total deflection occurring after attachment of nonstructural elements).

a) Maximum deflection due to sustained loads ( dead loads + partitions ) = 20 mm ( Analysis Output ) .

b) Maximum deflection due to live load = 6 mm ( Analysis Output ).

74 ( Equ. 5-57 )

74 ACI 9.5.2.5

Figure 5-13 Beams and Ribs section details


Page 69 of 139

Ch.5

4 20

450 4001256.6180000

0.00698

2 5

2

1 50 0.006981.483

20

20 1.483 29.66

29.66 6 35.66 240

9000240

37.5

b) Joist slab deflection control :

“I” beam calculation :

300 450 300

2 100 1050 1002 300

450 300 1050 100237.5mm

450 300

12300 450

3002

237.5 2.05 10

1050 100

121050 100

1002

300 237.5

1.42 10

3.47 10

“I” slab calculation :

200 300 9 300

2 100 9000 1002 300

200 300 9 9000 100275

9200 300

12300 200

3002

275

1.25 10

9000 100

12100 9000 350 275

5.8125 10


Page 70 of 139

Ch.5

1.83 10

3.47 101.83 10

0.1896 2

. 0.1896 0.2 ( ACI 9.5.3.2 shall apply )

Slabs without drop panel : minimum thickness = 125 mm ( 400 ) ∴OK

5.3.4 Design of Slabs : a) Slab Inside core :

Global moment in X direction :

Global moment

in Y direction :

Figure 5-14 Slab dimensions for deflection control calculation

Figure 5-15 Global moment in X for Inside core slab


Page 71 of 139

Ch.5

(-) 28.5kN.m

Assume: 14

2

150 20 142

123

∅

.

.2.093 ( Equ. 5-59 )

m = fy

0.85fc' =

.= 14.12 ( Equ. 5-60 )

1 1 ( Equ. 5-61 )

114.12

1 1 2 14.12 2.093

420 0.00517

As-req= ρ ×b ×d = 0.00517 1000 123 635.91mm

As-max 0.428 0.85 fc'

fy×β1 ×b×d ( β1 0.8 75 ( Equ. 5-62 )

= 0.428 × 0.85 fc'

fy 0.8 1000 123 = 2983.2 mm2

75 ACI 10.2.7.3

Figure 5-16 Global moment in Y for Inside core slab


Page 72 of 139

Ch.5

. . 76

0.25√35420

1000 123 1.4420

1000 123

433.1 governs 410

As-min= 433.1 mm2

Ashrinkage & temperatre= 0.0018 b h = 0.0018 × 1000 × 123 = 221.4

∶ As-req 635.91mm

Use 5 14 /1

a= Asfy

0.85 fc'b ( Equ. 5-63 )

a = 769.7×420

0.85 × 35 × 1000 = 10.866 mm

xdt

10.866

0.8 1230.11< 0.375


Table 5 – 8 Core Slab Design Result Direction X Direction Y DirectionDepth (mm) 150C.C (mm) 20

Moment (kN.m/m)

(-) (+)

(-)

(+)

28.5 11.2 27.9 8.44 443.1

221.4

2983.2

76 ACI 10.5.1 equ. (10.3)


Page 73 of 139

Ch.5

.

635.91 251 6383.2 2162

/1m

5∅14 mm

3∅14 mm (min)

5∅14 mm

3∅14 mm (min)

b) Slab above joist construction:

Slab above joist construction has a thickness of 100 mm, it shall be

considered to use shrinkage and temperature reinforcement to be distribution

in both sides.

A Strip of 1000 mm width b 1000mm

h 100mm

Ashrinkage&temperatre = 0.0018bh 77 ( Equ. 5-64 )

0.0018 1000 100 180mm

Use3∅10/1m

S10003

333mm

S 5hor450mmwhicheverisbigger 78

5 100 500mm, 450mmgoverns S 333mm

450 ,

77 ACI 7.12.2.1 (b) 78 ACI 7.12.2.2 (b)


Page 74 of 139

Ch.5

5.3.5 Typical Detailing :

Typical detailing drawings for all structural members meet the requirements

of (Details and Detailing of Concrete Reinforcement ACI 315-99 ) .

Beam Typical Detailing :

∎Longitudinal bars typical detailing :

In typical detailing, structural integrity requirements has been considered,

these requirements are as follows :

1) For joist construction ( R1 ) , more than one bottom bar is continuous ( 2

bars is used ) 79

2) For Perimeter beams ( B1) , not less than two bars of more than one-sixth

of tension reinforcement at support is continuous ( four bars represent of

4/9 of the total reinforcing at support) 80

79 ACI 7.13.2.1 80 ACI 7.13.2.2 (a)


Page 75 of 139

Ch.5

3) For Perimeter beams ( B1) , not less than two bars of more than one-

quarter of tension reinforcement at midspan is continuous ( two bars

represent of 1/3 of the total reinforcing at midspan ) 81

4) For Perimeter beams ( B1) , Reinforcement is anchored with standard

hook. 82

∎Hook typical detailing

Standard ACI hooks is used which meet the requirement of ACI 7.1.2 , with

12 hook length, and with of the following :

.

83 ( Equ. 5-65 )

0.24 1 420

1 √3517

12.5.3 (a), should be multiplied by 0.7 , hence 12

∎Bend diameters typical detailing

Bend of longitudinal bars measured from the inside of the bar meet the

requirement of ACI Table 7.2, all bends are used as 6 ( as all bar sizes are in

the range from No.10 through No.25 ) .

Bend of stirrups is used as 4 , which meets the requirement of ACI 7.2.2 .

∎Typical lab splices

Typical splices in tension :

Class B splice is used as required in ACI 12.15.1 , with 1.3 calculated as

follows :

81 ACI 7.13.2.2 (b) 82 ACI 7.13.2.1 83 ACI 12.5.2


Page 76 of 139

Ch.5

.

84 ( Equ. 5-66 )

1.3 1.3420 1 1

2.1 1 √3544

∎Typical splices in compression :

0.071 ( Equ. 5-67 )

0.071 420 30

Typical Detailing : The following graph shows the typical beams reinforcement :

84 ACI 12.2.2


Page 77 of 139

Ch.5

Figure 5-17 Beams and Ribs typical detailing


Page 78 of 139

Ch.5

Figure 5-18 Beams and Ribs typical detailing


Page 79 of 139

Ch.5

5.4 Design of Stairs

The staircase provided by the architecture drawings consists of a single landing with varies number of steps through the floors , it will be designed as a cantilever stairs supported on the surrounding shear-wall due to the short width of the stair which will provide economic sections and reinforcement but special requirements shall be considered during construction .

5.4.1 Stairs Specification :

Cantilever Stair

= 420 MPa , = 35 MPa. Live Load = 4.79 kPa.

Toppings :

Table 5 - 9 Stairs’ Toppings

Material Screed Mortar Natural Stone Steel Thickness (cm) 8 4 3 -

Unit-Weight (kN/m3) 22 18 24 78

117.5 85 120

85 ACI Table 9.5(a)

Figure 5-19 Stairs parameters


Page 80 of 139

Ch.5

5.4.2 Stairs Design :

a. Design of Land :

Load of Toppings 0.08 22 0.04 18 0.03 24 3.2

Load of Land 0.12 24 2.88

Total Dead Load 3.2 2.88 6.08 .

1.2 . . 1.6 . . 1.2 6.08 1.6 4.79 14.96 .

14.96 1.305 19.52 / /

219.52 1.175

213.48 .

120 20142

93

. . 93 1305 404.55 ( Equ. 5-68 )

∅ .

.

. .425.96 ( Equ. 5-69 )

4ɸ12

Check Spacing :

3 500

13054

326.25 360 500

Use 325

Check Shear Adequacy :

∅ ∅ 0.17 86 ( Equ. 5-70 )

∅ 0.75 0.17 √35 1175931000

82.43

V . . 3.66 ( Equ. 5-71 )

∅ V ∴

86 ACI 11.2.1.1


Page 81 of 139

Ch.5

b. Design of Step :

.

8 0.16 2 2.38

22.38

0.84

cos

1200.84

142.47

Wt. of step

( Equ. 5-72 )

0.142 0.142 0.16

20.25 24 1.33 /

Load of Topp. 0.25 0.16 3.2 1.31 /

Load of Steel handrail ( Equ. 5-73 )

0.01419 78

1.1750.94 /

Total Dead Load 1.33 1.31 0.94 3.59 /

Live Load 4.79 0.25 1.20 /

1.2 . . 1.6 . . ( Equ. 5-74 )

1.2 3.59 1.6 1.20 6.23 /

2

6.23 1.1752

4.3 .

( Equ. 5-75 )

0.142 0.142 0.162

0.222


Page 82 of 139

Ch.5

222 20142

195

∅ .

( Equ. 5-76 )

4.3 10

0.9 420 0.9 19564.82

. ( Equ. 5-77 )

1.4420

195 250 162.5

< Use = 2 ɸ 12 / Step

Check Shear Adequacy :

∅ ∅0.17 87 ( Equ. 5-78 )

∅ 0.75 0.17 √35 2501951000

36.77

V 2

6.23 1.1752

3.66

∅ V ∴

Transverse reinforcement :

use

1952

97.5

Use 10 @100

c. Reinforcement of the other direction :

0.0018 1.175 120 253.8 88 ( Equ. 5-79 )

Use 3 ɸ 12

87 ACI 11.2.1.1 88 ACI 7.12.2.1


Page 83 of 139

Ch.5

d. Reinforcement details for the each floor :

Rise = 16 cm , Gone = 25 cm , Width = 1.175 m

(*) Rounded steps instead of the lands through floor height

Use 2 ɸ 12 mm each step.

In case of ease of implementing during construction, 7 ɸ 12 mm / m can bu used for all landsUse 3 ɸ 12 mm for the other direction.

Table 5 - 10 Stair Reinforcement Details Land details Step Details

Bottom Elv. To Top Elv.

W (m)

Lmid

(m)

No. of

Steps

Mu

(kN.m) As-req. Barsɸ12

Mu (kN.m)

As (mm)

Barsɸ12

1.03 to 3.22 -(*) 4.950 15 -(*) -(*) -(*) 4.25 155.30

2

3.22 to 5 -(*) 4.950 11 -(*) -(*) -(*) 4.22 150.30 5 to 6.4 1.305 2.000 8 13.48 425.96 4 4.30 162.89 6.4 to 6.89 1.895 2.000 8 19.57 618.54 6 4.30 162.89 6.89 to 8.87 1.305 1.75 8 13.48 425.96 4 4.33 168.06 8.87 to 10 2.145 1.75 7 22.15 700.14 7 4.30 162.89 10 to 11.52 1.305 2.245 7 13.48 425.96 4 4.25 155.92 11.52 to 13 1.65 2.245 9 17.04 538.57 5 4.30 162.97 13 to 14.5 1.305 2.245 9 13.48 425.96 4 4.30 162.97 14.5 to 16 1.65 2.245 9 17.04 538.57 5 4.30 162.97 16 to 18.57 1.305 3.645 9 13.48 425.96 4 4.23 151.69 18.57 to 20.45 -(*) 3.895 15 -(*) -(*) -(*) 4.29 161.63 20.45 to 22.32 1.305 2.75 11 13.48 425.96 4 4.30 162.89 22.32 to 24.2 1.145 2.75 11 11.82 373.74 4 4.30 162.89 24.2 to 26.075 1.305 2.75 11 13.48 425.96 4 4.30 162.89 26.075 to 84.2 1.145 2.75 11 11.82 373.74 4 4.30 162.89 84.2 to 86.07 1.305 2.75 11 13.48 425.96 4 4.30 162.89 86.07 to 87.95 1.145 2.765 11 11.82 373.74 4 4.29 162.71


Page 84 of 139

Ch.5

The following figure shows the detailed stairs section:

Figure 5-20 Stairs section detailing

Structural Design | 6 Design of Lateral Loads Resisting Systems

Page 85 of 139

Ch.6

Chapter 6 | Design of Lateral Loads Resisting System

6.1 Introduction

The following Lateral load systems will be considered:

1) Beams - Columns Frame System. 2) Shear Wall System with coupling beam.

A Shear Wall-Frame Dual System is adopted, considering also

additional lateral resisting member which is retaining wall to resist soil load and surcharge load.

6.2 Design of Columns

6.2.1 Design Strategy :

a. Preliminary design :

According to typical floor adopted (Waffle slab system); axial loads are resulted for each column in accordance to gravity loads only and preliminary design is performed using Design axial strength as follows :

, 0.80 0.85 89 ( Equ. 6-1 )

b. Slenderness effects :

Since Structural analysis software is used, P-delta Analysis is performed to consider slenderness effects (Second-order effects).

89 ACI 10.3.6.1


Page 86 of 139

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c. Required Strength Determination (after analyzing the model) :

Using structural analysis results for the whole structure under the effects of gravity and lateral loads, internal forces are determined for each column.

Load Cases Considered according to ACI 9.2 :

1 1.4D

2 1.2D+1.6L

3 1.2D+1L+1W(X)

4 1.2D+1L+1W(Z)

5 1.2D+1L+1E(X)

6 1.2D+1L+1E(Z)

7 0.9D+1W(X)

8 0.9D+1W(Z)

9 0.9D+1E(X)

10 0.9D+1E(Z)

d. Design as axially loaded column :

Equation (5-1) is used to design columns for axial loads using 0.01 , for each column all load cases are checked.

e. Check as biaxial column and modify the design :

It’s required to check its adequacy using biaxial column analysis methods.


Page 87 of 139

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Bresler reciprocal load method is used in accordance to ACI Commentary Sections 10.3.6 and 10.3.7 for calculation of capacity under biaxial bending. The following equation is used to determine column capacity (∅ ):

∅ ∅ ∅ ∅ 90 ( Equ. 6-2 )

The validity of Bresler equation is confirmed by checking that ∅ is equal to or greater than 0.1 ∅ . When ∅ is less than 0.1 ∅ , the axial force may be neglected and the section can be designed as a member subjected to pure biaxial bending according to the following equation :

1.0 ( Equ. 6-3 )

Where , are the design moments about x,y- axes and , are the moment strength about x,y- axes.

Note that biaxial analysis is done in imperial units.

f. Selection of lateral reinforcement :

Lateral reinforcement is selected in accordance to ACI 7.10.

6.2.2 Preliminary Dimensions :

Considering the following for the preliminary design :

a) Reinforced concrete tied columns are used. b) Gravity Loads Considered only.

90 ACI R10.3.6


Page 88 of 139

Ch.6

Equation (5-1) is used to determine axial strength for columns as follows for (1000 x 1000 mm) column with 28 ∅ 22 mm reinforcement:

, 0.85∅ 0.85 ( Equ. 6-4 )

, 0.85 0.65 0.85 35 1000 10643.4 420 10643.4

17630

The following graph shows the preliminary dimensions for columns :

Figure 6-1 Columns Preliminary dimensions


Page 89 of 139

Ch.6

6.2.3 Secondary Dimensions :

The following table shows structural analysis results for axial loads on columns for each floor and the corresponding modified sections according to equation (5-1), after these sections applied; another Analysis is performed to check values. Note that same design is done for every floor, but it would vary after the detailed design.

Table 6 - 1 Column Secondary Dimensions

Floor No. Maximum Axial (kN) Secondary Dimensions (mm) Capacity (kN)1 17058.2

1000 x 1000 17,630

2 15788.4 3 14513.5 4 13211.2 5 12471.8 6 11732.4 7 10969.3

800 x 800 11,444

8 10247.3 9 9527.7

10 8810.6 11 8095.2 12 7376.9 13 6658.1 14 5939.5

600 x 600 6,395

15 5253.9 16 4572.4 17 3871.0 18 3173.0 19 2477.1 20 1783.2 21 1090.4 22 574.0 23 98.10


Page 90 of 139

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6.2.4 Column Design Sample :

The following two examples show the detailed procedures for designing columns, the same procedures are applied to all columns with all load cases using Excel spreadsheets ( Appendix 2 ).

Columns Considered:

Column (A) (Location: 1st floor) | Column (B) (Location: 21nd floor) as shown in the following figure :

Note : In this samples not all load cases are checked , as an example only two load cases are calculated.

Figure 6-2 Columns calculated samples


Page 91 of 139

Ch.6

a. Calculation of Column (A) Sample :

Internal Forces:

Table 6 – 2 (a) Internal forces Column(a) Sample

Design Case Load Case Fx (kN) Mx (kN.m) My (kN.m) 1.2D + 1.6L 14839.4 10.64 0.724

Dimensions: 1000 , 1000 Reinforcement: 24∅25mm 0.01178

a) Axial Design :

0.80 0.85 ( Equ. 6-5 )

0.800.65 0.85 35 1000 11780.97 420 11780.97

1000

17860.71 14839.4 Ok

b) Biaxial Check :

. ( Equ. 6-6 )

1000 2 40 2 10 25

10000.875

Two Interaction diagrams are used 0.75 and 0.9 , Interaction diagrams used are A-9b , A-9c in (Wight MacGregor Reinforced Concrete).


Page 92 of 139

Ch.6

x Direction :

ℓ ( Equ. 6-7 )

26.3715165.7 1

0.00174

From Interaction Diagrams (Appendix 2) → 2.56

2.56 1 39.3701 3968.01 kips

y Direction :

ℓ ( Equ. 6-8 )

335.7

15165.7 10.02213

From Interaction Diagrams → 2.56

2.56 1 39.3701 3968.01 kips

∅ 0.85 ( Equ. 6-9 )

Figure 6-3 Interaction Diagrams Properties


Page 93 of 139

Ch.6

0.65 0.85 35 1000 11780.97 420 11780.971000

22325.8 5001

Substitute in Bresler equation :

∅ ∅ ∅ ∅ ( Equ. 6-10 )

1∅

13968.01

13968.01

15001

∅ 3288.7

∅

3288.7 3324.02 (Not Ok)

Increase reinforcement to 28∅25

2.63 1 39.3701 4067.5 kips

∅ 5112.6 kips

1∅

14067.5

14067.5

15112.6

∅ 3377.2


Page 94 of 139

Ch.6

∅

3377.2 3324.02 (Ok)

Check the validity of Bresler equation:

∅ 0.1∅ ( Equ. 6-11 )

3377.2 511.26 (Ok) Bresler equation is valid.

c) Lateral reinforcement selection : According to ACI 7.10 :

10 Spacing of ties :

S = 16 = 400 mm S = 48 = 480 mm

S = Least Dimension = 1000 mm

S = 400 mm governs , Use S=200 mm for practical consideration Spacing between tied bars and untied bars = 120.8 mm < 150 mm (Ok) 91

d) Section Details : See columns sections (Column 2)

91 ACI 7.10.5.3


Page 95 of 139

Ch.6

b. Calculation of Column (B) Sample :

Internal Forces:

Table 6 – 2 (b) Internal forces Column(b) Sample

Design Case Load Case Fx (kN) Mx (kN.m) My (kN.m) 1.2D+1L+1E(X) 435.509 529.5 15.1

a) Preliminary Design : Secondary Dimensions:

600 , 600 Reinforcement:

12∅20mm 0.01047

b) Axial Design :

0.800.65 0.85 35 600 3770 420 3770

1000

6334.2 435.5 Ok

Note that no reduction to area has been done due to the high value of moment , hence in this case checking the moment before reducing the dimensions is essential.

c) Biaxial Check :

. ( Equ. 6-12 )

600 2 40 2 10 20

6000.8


Page 96 of 139

Ch.6

x Direction :

ℓ ( Equ. 6-13 )

15.1

435.5 0.60.0578

From Interaction Diagrams ( Appendix 2 ) → 2.51

2.51 0.6 39.3701 1400.6 kips

y Direction :

ℓ

ℓ ( Equ. 6-14 )

529.5

435.5 0.62.0264

From Interaction Diagrams → 0.123

0.123 0.6 39.3701 68.6 kips

∅ 0.85 ( Equ. 6-15 )

0.65 0.85 35 600 3769.9 420 3769.91000

7917.8 1773.58

Substitute in Bresler equation:

∅ ∅ ∅ ∅ ( Equ. 6-16 )


Page 97 of 139

Ch.6

1∅

11400.6

168.6

11773.58

∅ 67.93

∅

67.93 97.55 (Not Ok!)

Increase reinforcement from 12∅20mm to 16∅20mm and from previous procedures:

∅ 1468.67 kips

∅ 126.7 kips

∅ 1845

1∅

11468.67

1126.66

11845

∅ 124.4

∅

124.4 97.55 (Ok)

Check the validity of Bresler equation:

∅ 0.1∅ ( Equ. 6-17 )

124.4 184.5 (Not Ok!) Bresler equation is not valid, and since ∅ is less than 0.1 ∅ , the axial force would neglected and the section can be designed as a member subjected to pure biaxial bending according to the following equation :


Page 98 of 139

Ch.6

1.0 ( Equ. 6-18 )

Mx and My are the moment strength for the section in both direction. For 600 600 16∅20

→ 0.9 538.4 484.56 . .

1.0

529.5484.5

15.1484.5

1.0

1.124 1.0 (Not Ok !)

Increase reinforcement from 16∅20mm to 20∅20mm and from previous procedures:

For 600 600 20∅20

→ 0.9 680.5 612.45 .

1.0

529.5612.45

15.1612.45

1.0

0.889 1.0 (Ok)

d) Lateral reinforcement selection :

According to ACI 7.10 : 10

Spacing of ties : S = 16 = 320 mm


Page 99 of 139

Ch.6

S = 48 = 480 mm S = Least Dimension = 600 mm

S = 350 mm governs Spacing between tied bars and untied bars = 76 mm < 150 mm (Ok)

e) Section : See columns sections (Column 6)

6.2.5 Columns Final Design and Detailing:

Table 6 - 3 Columns Final Design

Type Dimensions Number

of bars Bar Diameter

No. of Columns b h

1 1000 1000 28 32 0.0225 12 2 1000 1000 28 25 0.0137 85 3 800 800 20 22 0.0118 60 4 800 800 28 28 0.0269 51 5 600 600 16 20 0.0139 131 6 600 600 24 20 0.0218 114

Figure 6-4 Column dimensions distribution for all elevations (a)


Page 100 of 139

Ch.6

Figure 6-4 Column dimensions distribution for all elevations (b)


Page 101 of 139

Ch.6

Columns Detailing:

The following graph shows the sections detailing for all columns types :

Figure 6-5 Columns cross section details


Page 102 of 139

Ch.6

Column-Column Connection Typical Detail :

The following graph shows the typical detailing for the connection between columns with different dimensions.

Figure 6-6 Columns Splice Details


Page 103 of 139

Ch.6

6.3 Design of Shear Wall

Shear walls shall resist lateral loads due to wind or earthquakes acting on the building. They should provide lateral bracing for the rest of the structure , and they will be designed to resist gravity loads transferred to the wall by the parts of the structure tributary to the wall, plus lateral-loads and moments about the strong axis of the wall.

Walls numbering:

Figure 6-7 Shear wall numbering


Page 104 of 139

Ch.6

6.3.1 General Specifications:

Preliminary Sections:

All shear walls of stories (1 to 12) have a thickness of 400 mm

All shear walls of stories (13 to 23) have a thickness of 300 mm

Load combinations :

1 1.4D2 1.2D+1.6L3 1.2D+1L+1W(X)4 1.2D+1L+1W(Z)5 1.2D+1L+1E(X)6 1.2D+1L+1E(Z)7 0.9D+1W(X)8 0.9D+1W(Z)9 0.9D+1E(X)10 0.9D+1E(Z)

Critical sections [ ACI (11.9.5) ] :

Table 6 - 4 Shear-Wall Critical Sections

Shear Wall

(mm)

/ (mm)

/ (mm)

Story height (mm)

Critical Section

1 , 2 12500 6250 45500 4125

4125 3 , 5 2800 1400 1400 4 , 6 6600 3300 3300


Page 105 of 139

Ch.6

6.3.2 Shear Wall Internal Forces:

Internal forces of all shear walls were carried out at each floor with their critical load combination for each shear, axial and Moment.

a) Internal forces for SW1,SW2 :

Table 6 – 5 (a) Shear-Wall Internal forces

Floor

S W 1 S W 2 Vu

(kN) [L.C]

Pu (kN) [L.C]

Mu(kN.m)

[L.C]

Vu(kN) [L.C]

Pu (kN) [L.C]

Mu (kN.m)

[L.C] 1 6503 [6] 24278 [2] 85058 [6] 3976 [6] 36875 [5] 90549 [6]2 5726 [6] 23950 [2] 76276 [6] 4036 [10] 35306 [5] 66990 [6]3 5420 [6] 23179 [2] 63260 [6] 4226 [10] 34975 [5] 49966 [6]4 5173 [6] 22437 [2] 53755 [6] 4129 [6] 32861 [5] 42536 [6]5 5016 [6] 21640 [2] 47814 [6] 3987 [10] 30735 [5] 37931 [6]6 4921 [6] 20782 [2] 42641 [6] 3836 [10] 28519 [5] 33910 [6]7 4865 [6] 19920 [2] 37568 [6] 3725 [10] 26281 [5] 30167 [6]8 4738 [6] 19005 [2] 32500 [6] 3603 [10] 24026 [5] 26607 [6]9 4575 [6] 18010 [2] 27837 [6] 3468 [10] 21801 [5] 23365 [6]

10 4390 [6] 16958 [2] 23401 [6] 3326 [10] 19622 [5] 20303 [6]11 4185 [6] 15833 [2] 19282 [6] 3207 [10] 17483 [5] 17406 [6]12 3944 [6] 14616 [2] 15562 [6] 3060 [10] 15402 [5] 14639 [6]13 3647 [6] 13205 [2] 11727 [6] 2808 [10] 13385 [5] 11759 [6]14 3389 [6] 12042 [2] 8761 [6] 2605 [10] 11527 [5] 9325 [6]15 3073 [6] 10946 [2] 5808 [6] 2361 [10] 9708 [5] 6979 [6]16 2723 [6] 9825 [2] 3269 [6] 2083 [10] 7984 [5] 4882 [6]17 2361 [10] 8659 [2] 1251 [6] 1777 [10] 6931 [2] 3117 [6]18 1979 [10] 7455 [2] 1421 [10] 1452 [10] 5917 [2] 1586 [10]19 1560 [6] 6255 [2] 1936 [10] 1213 [6] 4925 [2] 505 [5]20 1092 [10] 5041 [2] 2327 [10] 940 [10] 3911 [2] 746 [10]21 685 [6] 3873 [2] 2218 [10] 692 [10] 2947 [2] 1174 [10]22 233 [10] 2823 [5] 1631 [10] 454 [6] 1974 [2] 1254 [10]23 122 [6] 1699 [5] 1115 [10] 203 [6] 1068 [2] 1056 [10]


Page 106 of 139

Ch.6

b) Internal forces for SW3,SW5 :

Table 6 – 5(b) Shear-Wall Internal forces

Floor

S W 3 S W 5 Vu

(kN) [L.C]

Pu (kN) [L.C]

Mu (kN.m)

[L.C]

Vu (kN) [L.C]

Pu (kN) [L.C]

Mu (kN.m)

[L.C] 1 643 [9] 7092 [2] 3604 [5] 821 [6] 17875 [6] 3478 [5] 2 1503 [5] 6126 [2] 1665 [5] 1417 [5] 15210 [6] 1642 [5] 3 1587 [5] 5476 [2] 954 [9] 1498 [5] 12350 [6] 955 [9] 4 1421 [5] 5339 [2] 1019 [9] 1317 [5] 11314 [6] 1017 [9] 5 1147 [5] 5155 [2] 936 [9] 1078 [5] 10453 [6] 918 [9] 6 963 [5] 4942 [2] 790 [9] 910 [5] 9605 [6] 763 [9] 7 816 [9] 4674 [2] 658 [9] 772 [9] 8830 [6] 634 [9] 8 915 [9] 4452 [2] 530 [9] 859 [9] 8019 [6] 513 [9] 9 709 [9] 4221 [2] 451 [9] 650 [9] 7223 [6] 438 [9]

10 687 [9] 3966 [2] 368 [9] 630 [9] 6465 [6] 363 [9] 11 650 [9] 3694 [2] 295 [9] 605 [9] 5714 [6] 292 [9] 12 594 [9] 3429 [2] 301 [9] 572 [5] 5019 [6] 278 [9] 13 648 [5] 3149 [2] 129 [6] 664 [5] 4338 [6] 119 [9] 14 623 [9] 2896 [2] 237 [6] 557 [9] 3626 [6] 173 [5] 15 531 [9] 2572 [2] 272 [5] 502 [9] 3052 [6] 254 [9] 16 520 [9] 2298 [2] 306 [5] 516 [9] 2487 [6] 284 [9] 17 643 [9] 7092 [2] 3604 [5] 821 [6] 17875 [6] 3478 [5] 18 1503 [5] 6126 [2] 1665 [5] 1417 [5] 15210 [6] 1642 [5] 19 1587 [5] 5476 [2] 954 [9] 1498 [5] 12350 [6] 955 [9] 20 1421 [5] 5339 [2] 1019 [9] 1317 [5] 11314 [6] 1017 [9] 21 1147 [5] 5155 [2] 936 [9] 1078 [5] 10453 [6] 918 [9] 22 963 [5] 4942 [2] 790 [9] 910 [5] 9605 [6] 763 [9] 23 816 [9] 4674 [2] 658 [9] 772 [9] 8830 [6] 634 [9]


Page 107 of 139

Ch.6

c) Internal forces for SW4,SW6 :

Table 6 – 5 (c) Shear-Wall Internal forces

Floor

S W 4 S W 6 Vu

(kN) [L.C]

Pu (kN) [L.C]

Mu (kN.m)

[L.C]

Vu (kN) [L.C]

Pu (kN) [L.C]

Mu (kN.m)

[L.C] 1 3021 [5] 16583 [5] 35516 [5] 3023 [5] 27098 [6] 34990 [5]2 3433 [5] 13739 [5] 20834 [5] 3196 [5] 23341 [6] 22097 [5]3 3059 [9] 11102 [5] 10653 [9] 3010 [9] 22077 [6] 10982 [9]4 2798 [9] 10525 [5] 8896 [9] 2708 [9] 20189 [6] 8919 [9]5 2518 [9] 10161 [5] 7922 [9] 2451 [9] 18910 [6] 7652 [9]6 2381 [9] 9942 [5] 6975 [9] 2302 [9] 17683 [6] 6245 [9]7 2349 [5] 9812 [5] 5865 [9] 2172 [9] 16530 [6] 5096 [9]8 2255 [5] 9683 [5] 4566 [9] 2108 [9] 15353 [6] 4068 [9]9 2088 [5] 9336 [5] 3846 [9] 1907 [9] 14171 [6] 3175 [9]

10 2062 [5] 8987 [5] 3008 [9] 1853 [9] 12970 [6] 2410 [9]11 2030 [5] 8572 [5] 2289 [9] 1840 [5] 11758 [6] 1733 [9]12 2003 [5] 8124 [5] 1751 [9] 1809 [5] 10563 [6] -1165 [9]13 1863 [5] 7593 [5] 1028 [6] 1646 [5] 9329 [6] 1111 [3]14 1719 [5] 7115 [5] 1679 [5] 1557 [9] 8306 [6] 1933 [5]15 1605 [5] 6589 [5] 2004 [5] 1445 [9] 7192 [6] 2308 [5]16 1448 [5] 6046 [5] 2454 [5] 1284 [9] 6163 [6] 2715 [5]17 1252 [9] 5495 [5] 3005 [5] 1081 [9] 5582 [5] 3138 [5]18 1100 [9] 4835 [5] 2964 [5] 916 [9] 4775 [5] 3025 [5]19 822 [9] 4192 [5] 3153 [5] 739 [9] 4221 [5] 3186 [5]20 627 [9] 3450 [5] 2744 [5] 552 [9] 3383 [5] 2741 [5]21 379 [9] 2657 [5] 2612 [5] 320 [9] 2745 [5] 2544 [9]22 217 [5] 1792 [5] 1729 [9] -229 [5] 1815 [5] 1831 [9]23 304 [5] 988 [5] 1070 [9] -264 [5] 1037 [5] 1224 [9]


Page 108 of 139

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6.3.3 Calculation for (SW1) Sample :

400 , 12500

6503 ( combination 6 )

24278 ( combination 2 )

85058 . ( combination 6 )

0.75

Concrete Cover = 50 mm ( minimum required in ACI 14.3.4 )

a. Horizontal reinforcement :

Maximum Spacing : 2500 92

3 3 400 1200

450 ( governs )

0.0025 93

0.0025 1000

0.0025 400 1000 1000 /m

Use 10 12 (5 bars at each side)

10005

200

92ACI (11.9.9.3) 93 ACI (11.9.9)


Page 109 of 139

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b. Vertical reinforcement :

0.17 94 ( Equ. 6-19 )

0.8 95 ( Equ. 6-20 )

0.8 12500 10000

0.75 0.17

0.75 0.17 1 √35 400 10000 /1000 3017.2

6503 3017.20.75

4647.73

96 ( Equ. 6-21 )

2 12 /4 420 10000200

/1000 4750

4647.73

0.0025 0.5 2.5 0.0025 97 ( Equ. 6-22 )

10 12 /41000 400

0.00283

0.0025 0.5 2.59112.5

0.00283 0.0025 0.00172 0.0025

0.0025

0.0025 0.0025 12500 40012500 /12.5

1000 /

Use 10 12 mm / meter

94 ACI (11.9.5) 95 ACI (11.9.4) 96 ACI (11.9.9) 97 ACI (11.9.9.4)


Page 110 of 139

Ch.6

10005

200

Maximum Spacing :

4166.7 200 98

3 3 400 1200 200

450 200

200

Moment capacity :

0.00283 0.0339 ( Equ. 6-23 )

0.139 ( Equ. 6-24 )

.

. .

. . .12500 2853.4 ( Equ. 6-25 )

2853.410000

0.285 0.375

∶ 0.9

( Equ. 6-26 )

10124

12.5 42012500 2853.4

12500/1000 4582.18

( Equ. 6-27 )

4582.18 1000125002

24278 100012500 2853.4

2145738.7 .

131164.83 . 85058 . OK

98 ACI (11.9.9.5)


Page 111 of 139

Ch.6

Compression Check :

Ag = 5000000

10∅12 / → 125∅12/

0.80 0.85 99 ( Equ. 6-28 )

0.80 0.65 0.85 35 5000000 14137.2 420 14137.280219

80219 24278

6.3.4 Shear Wall Final Design

Shear Walls Design for floors (1 to 12) :

99 ACI (10.3.6.1) Equ. 10-2

Table 6 – 6(a) Shear-Wall Final Design

No. /1 /

/1 /

Check Shear(kN)

Check Moment (kN.m)

Check Axial(kN)

∅ ∅ ∅ ∅ ∅S W 1 5∅12 5∅ 12 3017 3563 6580 5726 124774 85058 80219 24278S W 2 5∅12 5∅ 12 3017 3563 6580 4226 107039 90549 80219 36875S W 3 5∅14 5∅ 12 676 1086 1762 1587 6924 3604 17969 7092S W 4 5∅12 5∅ 12 1593 1881 3474 3433 36468 35516 42356 16583S W 5 5∅14 5∅ 12 676 1086 1762 1498 6784 3478 17969 17875S W 6 5∅12 5∅ 12 1593 1881 3474 3196 37998 34990 42356 27098


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Ch.6

Shear walls Design for floors (13 to 23) :

6.3.5 Walls Subjected to Axial Tension :

Table 6 – 7 Shear-Walls In Tension

NO. Vu (kN) [L.C]S W 1 No tensionS W 2 No tensionS W 3 No tensionS W 4 15.594 [15]S W 5 No tensionS W 6 No tension

Check for SW4:

0.17 1 . 100 ( Equ. 6-29 )

0.75 0.17 10.29 15.594 1000

68001 √35 400 0.8

6800 549.79 14.594

100 ACI (11.2.2.3) Equ. 11-8

Table 6 – 6 (b) Shear-Wall Final Design

No. /1 /

/1 /

Check Shear ( kN )

Check Moment (kN.m)

Check Axial(kN)

∅ ∅ ∅ ∅ ∅S W 1 4∅12 4 ∅12 2263 1384 3647 3647 79187 11727 60308 13205S W 2 4∅12 4 ∅12 2263 545 2808 2808 71800 11759 60308 13385S W 3 4∅12 4 ∅12 507 141 648 648 3070.4 341 13509 3149S W 4 4∅12 4 ∅12 1195 668 1863 1863 15008 4192 31842 7593S W 5 4∅12 4 ∅12 507 157 664 664 1844 308 13509 4338S W 6 4∅12 4 ∅12 1195 451 1646 1646 15085 3186 31842 9329


Page 113 of 139

Ch.6

6.2.6 Design of Stairs Walls and Elevator Walls

Stairs walls and elevator walls ( W1,W2,W3,W4,W5,W6, W7,W8 ) are designed as a uni-axial compression members which forces subjected from the stairs and the elevators.

a) Horizontal reinforcement :

Maximum Spacing :

760 101

3 3 200 600

450 ( governs )

0.0025 102

/ 0.0025 1000 0.0025 200 1000 500 /m

Use 6 12 (4 bars at each side)

10003

333.3

Use 300

0.0025 0.5 2.5 0.0025 103 ( Equ. 6-30 )

6 12 /41000 200

0.00339

0.0025 0.5 2.5913.8

0.00339 0.0025 0.0095 0.0025

0.0025

0.0025 0.0025 3800 2001900 /3.8

500 /

101 ACI (11.9.9.3) 102 ACI (11.9.9) 103 ACI (11.9.9)


Page 114 of 139

Ch.6

Use 8 12 / meter

10004

250

Use 250

Maximum Spacing :

1266.6 250 104

3 3 400 1200 250

450 250

250

Compression Check :

760000

8∅12 / → 30.4∅12/

From ACI 10.3.6.1 Equ.10-2

0.80 0.85 105 ( Equ. 6-31 )

0.80 0.65 0.85 35 760000 4297.7 420 4297.7 /100012629

12629 12600

104 ACI (11.9.9.5) 105 ACI (10.3.6.1) Equ. 10-2


Page 115 of 139

Ch.6

The following graph shows typical detailing for the Shear Wall:

Figure 6-8 Shear wall typical detailing


Page 116 of 139

Ch.6

6.4 Design of Coupling Beams

The two shear walls which was revealed in section 6.2 would be coupled by beams spanning across a doorway The coupling beams will be designed to have enough stiffness to resist the force of the two independent shear walls acts as one solid cantilever part by transmitting the shear forces from one wall to the other .

6.4.1 Preliminary Sections : All coupling beams of stories (1 to 12) have a thickness of 400 mm (Coupling Beam 1)

All coupling beams of stories (13 to 23) have a thickness of 300 mm (Coupling Beam 2)

6.4.2 Coupling Beam Design :

a) Coupling beam 1 (400 1000) 212

b = 400 mm , h = 1000 mm , ℓ = 2200 mm

ℓ 22001000

2.2

(hence Use intersecting groups of diagonal bars as ACI 21.9.7.3 )

∅ 0.85 ( Seismic Design Category D ) 106

2 0.83 107 ( Equ. 6-32 )

Assume 12∅12 1357.19 , use 18°

2 1357.19 420 18 0.83√35 400 1000

352.3 1964.14

352.3

106 ACI 9.3.4 (C) 107ACI 21.9.7.4 Equ. 21-9


Page 117 of 139

Ch.6

∅.

249.41 ( OK )

2

4002

200mm

5

4005

80mm

Use a section of 200 200 diagonal bars out-to-out dimension.

∎Spacing of transverse reinforcement [ ACI 21.6.4.3 ] :

a) ¼ 400 = 100mm b) 6 12 = 72 mm

c) 100 100 194.6 , take

150

Use spacing ( s ) = 70 mm

0.3 1 108 ( Equ. 6-33)

0.370 200 35

420 240 240200 200

1 272.22

0.09 109 ( Equ. 6-34)

0.0970 200 35

420 105

Use 4 leg ∅10 at each direction = 314.16 272.22 ( OK )

∎Development length of diagonal bars :

Diagonal bars should be developed into the wall not less than 1.25 ℓ

ℓ .

110 ( Equ. 6-35)

Ψ 1.3, Ψ 1 as specfied in ACI 12.2.4 (a) ] (more than 300 mm of concrete casted below and uncoated reinforcement is used)

108 ACI 21.6.4.4 (b) Equ. 21-4 109 ACI 21.6.4.4 (b) Equ. 21-5 110 ACI 12.2.2


Page 118 of 139

Ch.6

ℓ 420 1.3 1

2.1 1 √35 12 527.38

Developed length = 1.25 527.38 659.23

Extend diagonal bars a distance of 700 mm into the wall.

∎Additional longitudinal bars in beam parameter:

Use 10∅12 as shown.

Serviceability requirement :

Vertical face :

0.002 0.002 400 300 240 4∅12

Horizontal face :

0.002 0.002 400 150 120 3∅12

Use transverse reinforcement ∅10 @ 200 mm

Figure 6-9 Coupling beam rebar


Page 119 of 139

Ch.6

6.4.3 Structural Drawings for Coupling Beams:

Figure 6-10 Coupling beam cross section details


Page 120 of 139

Ch.6

6.5 Design of Retaining Walls

Retaining walls are used to provide stability for soil , it will be used in the basement and it be would be designed to withstand the exerted loads against failure .

The following plan shows the retaining walls for ground elevation of the Tower :

Figure 6-11 Retaining walls plan


Page 121 of 139

Ch.6

The following figure shows a view for the retaining wall.

6.5.1 Loads on Retaining Walls :

The following figure shows the loads acting over the retaining wall :

Figure 6-12 Retaining wall

Figure 6-13 Loads acting over the retaining wall


Page 122 of 139

Ch.6

a) Soil loads:

Soil coefficients : Referring to the attached Geotechnical report :

(∅ 20 , 12.6 / , 18.59 /

∅

∅ 0.49 ( Equ. 6-40)

2 √ 0.49 18.59 3.3 2 12.6 √0.4912.43 / ( Equ. 6-41)

b) Surcharge loads :

( ASCE 07-2010 ) Table 4.1 :

For Sidewalks , vehicle drive ways . 11.97 /

For 300 mm layer of Asphalt road , ( 0.3 21 / 6.3 /

1.2 6.3 1.6 11.97 26.712 /

0.49 26.712 /

Figure (6-14) shows loads over the retaining wall .

Figure 6-14 Loads acting over the retaining wall


Page 123 of 139

Ch.6

Load cases :

a) 1.2 D + 1.6 L + 1.6 H ( if soil load combined with other loads are critical ) ( ACI 9.2.5.a)

b) 1.6 H ( if soil counter acts other loads ) ( ACI 9.2.5.b)

6.5.2 Design of Retaining Walls :

a) As a compression member :

Retaining walls designed for axial load as well as flexure ( ACI 14.4 )

Assume width = 200 mm , length of strip = 9000 mm

Staad Pro output for axial stress : Sy = 0.45575 ( N /

0.45575 × 9000 ×200 820.35

∅ 0.8 ∅ 0.85 111 ( Equ. 6-42)

820.35=0.8 0.65 0.85 fc' 9000× 200-As + 420 × As

137216

No need for compression steel reinforcement, except if it’s required by flexure.

b) As a flexure member :

∶ 72.2 .

. 1. :

72.2 . , CC = 40 mm , ds = 12 mm , b = 1000 mm , h = 200 mm

1449 Use 8 ∅ 16

∶

17.2 .

111 ACI 10.3.6.2


Page 124 of 139

Ch.6

17.2 . , CC = 40 mm , ds = 12 mm ,

b = 1000 mm , h = 200 mm

460 Use 3 ∅ 16

∶ 27.3 .

17.2 . , CC = 40 mm , ds = 12 mm ,

b = 1000 mm , h = 200 mm

538.2 Use 4 ∅ 16

c) Shear design:

ACI(11.9) : Design for shear forces perpendicular to face of wall shall be in accordance with provisions for slabs in 11.11 .

Wall is considered as a one-way slab construction supported by the foundation and the horizontal slab.

For 1 m length strip :

200 40 12162

140

∅ ∅0.17 ( Equ. 6-44)

∅ 0.75 0.17√35 1000 140 105.6

Figure 6-15 Bending moment diagrams


Page 125 of 139

Ch.6

Staad pro output for shear stress :

Case : 1.2D + 1.6 L + 1.6 H

SQy (top ) = 0.2479 N/mm2 , Vu (top) = 0.2479 1000 20049.58

SQy (bottom ) = 0.28245 N/mm2 , Vu (bottom) = 0.282451000 200 56.49

Case : 1.6 H

SQy (top ) = 0.0838 N/mm2 , Vu (top) = 0.0838 1000 20016.78

SQy (bottom ) = 0.2478 N/mm2 , Vu (bottom) = 0.2478 1000200 49.56

Max Vu>∅ Vc

No shear reinforcement required.

d) Vertical and horizontal reinforcement :

Minimum ratio of vertical reinforcement “ “ = 0.0012 112

4 14 14

41000 200

0.003 0.0012

Minimum Horizontal reinforcement “ “ = 0.002 113

0.002 1000 200 400mm2 →

Use4∅12 / m

112 ( ACI 14.3.2 ) 113 ( ACI 14.3.3 )


Page 126 of 139

Ch.6

6.5.3 Structural Detailing for Retaining Wall : The following graph shows the typical detailing for the retaining wall :

Figure 6-16 Retaining wall cross section detailing

Structural Design | 7 Design of Substructure

Page 127 of 139 Ch.7

Ch.7

Chapter 7 | Design of Substructure

7.1 Introduction

A Geotechnical Investigation Report has been prepared on April 2010 for the soil and the following recommendation has been reported :

“Based on the in-situ and lab tests it is evident that upper layers up to 6 meters of soil is loose, and since high concentrated loads expected from the superstructure, therefore, deep foundation using bored and cast in place reinforced concrete Piles is recommended”

The deeper layers are of cohesive nature, hence, the bearing capacity calculations will relay on the cohesion parameter calculated from the unconfined compressive strength method .

7.2 Strategy

A piled/cap system generally consists of two structural elements, piles and concrete cap ; the function of the cap is to distribute the loads from the superstructure to the piles , which will transfer the load to the soil. Figure (7-1) shows how the column is connected to the piles.

Figure 7-1 Foundation system



Ch.7

7.3 Pile Distribution

A preliminary distribution of piles under cap has been illustrated as follows:

7.4 Cap Thickness Computation

Minimum mat thickness based on punching shear at critical columns based on column load and shear perimeter.

It is common practice not to use shear reinforcement so that the mat depth is a maximum.

The pile cap is divided into two parts with different thicknesses (A1,A2) as shown:

Figure 7-2 Piles distribution



Ch.7

Punching Shear Check (Two way shear) :

For area 1:

From model, Pu 17618kN (Interior column 1m 1m )

Try h = 1500 mm → 1500 75 28/2 1411

17618

17618 13.56 1.416 1 1.416 1 17539.2

Computation of :

Vc shall be the smallest of :

0.17 1 ′ 114 ( Equ. 7-1)

0.083 2 ′ 115 ( Equ. 7-2)

114 (5.8) ACI 11.11.2.1 (equ. 11-31) 115 (5.9) ACI 11.11.2.1 (equ. 11-32)

Figure 7-3 Cap thickness variation



Ch.7

0.33 ′ 116 ( Equ. 7-3) ∅ 19925 17618 kN (Ok)

Hence ( h1 = 1500 mm )

For area 2:

Model Result : , Pu 2041kN (Edge column 0.6m 0.6m)

Try h = 500 mm → 500 75 28/2 411

2027.0

∅ 2300 2041 kN (Ok)

Hence( h2=500 mm )

7.5 Modeling

The foundation system has been modeled using STAAD Pro , the figure (7-4) shows the rendered model .

The piles was modeled to have a preliminary dimensions of 1m diameter and 25m and to be supported by Vertical springs with kv= 2000000 kN/m (From geotechnical report) , Modeled in STAAD Pro as Fixed But support with (KFY=2000000 kN/m).

116 (5.10) ACI 11.11.2.1 (equ. 11-33)

Figure 7-4 Foundation Model



Ch.7

7.5.1 Loads :

Imposed loads on the piles :

1. Columns loads : Forces applied to the foundation listed as shown:

Note that the piles are designed with (1L+1D) combination and a factor of safety from conventional design method, and for cap design (1.2D+1.6L) combination is considered.

Table 7-1 Columns Loads upon Pile cap

Column No.For pile Design For Cap Design

1L+1D 1.2D+1.6L 1 279 344.8 2 486 606 3 466 580.8 4 462 575.2 5 459 570.8 6 465 579.2 7 483 602 8 259 318 9 1190 1484

10 6147 7678.4 11 10391 13027.2 12 12009 15044.8 13 8824 10988.8 14 2202 2761.2 15 979 1242.8 16 483 602 17 1637 2052.4 18 11716 14720.8 19 12560 15836.4 20 8370 10502 21 10972 13750.8 22 8175 10206.4 23 930 1180.8 24 783 1089.2 25 1601 2006.8 26 13575 17056

27 9225 11595.628 8496 10670.829 10974 13755.230 938 1190.8 31 465 579.2 32 1632 2046 33 10073 12613.634 11660 14640.435 8271 10384.436 11045 13880 37 8607 10777.238 930 1180.8 39 464 578.8 40 1182.8 1475.6841 2718 3416.8 42 9201 11490 43 11925 14934 44 8706 10874.845 3987 4974.8 46 982 1246.8 47 483.4 602.64 48 307 383.2 49 537 673.6 50 516 647.2 51 510 638.8 52 502 628.4 53 515 646 54 535 671.2 55 277.8 343.28



Ch.7

2. Self-weight of Cap :

The self-weight for the cap and piles is considered.

From analysis : The maximum axial force exerted on piles :

4230

7.6 Pile Design

7.6.1 Soil Parameters :

The following graph shows soil profile:

Figure 7-5 Soil Profile with soil parameters



Ch.7

7.6.2 Design Theory : Piles were designed to resist service loads, conventional method was adopted, both pile shaft resistance and end bearing resistance are considered to withstand applying loads ( Qu Qf Qb ) .

.

7.6.3 Design Procedure : Pile Dimensions : Take L = 27 m , D = 1 m

( Equ. 7-4)

Where : Qb = Base resistance (kN) , Qf = Shaft resistance (kN)

Base Resistance calculation :

For cohesive soil : ( Equ. 7-5)

9 425 9 0.785 3004.15

Figure 7-6 Pile resisting mechanism



Ch.7

Shaft resistance :

The pile is bored through 4 layers ; three of them are non-cohesive soils and one is cohesive soil.

For non-cohesive soil : ′ ( Equ. 7-6)

∶

Table 7-2 Frictional pile resisting

L 5 32 0.09 20.5 14.53 37 0.35 57.7 95.27 30 0 99.7 0

For cohesive soil :

= α C ( Equ. 7-7 ) α 0.45

C 425 0.45 425 37.7 7210

Figure 7-7 Pile resisting mechanism



Ch.7

Total resistance :

. . ( Equ. 7-8 )

3004.153.5

14.5 95.2 72101.5

5738.13

Efficiency for group piles :

∑ ( Equ. 7-9 )

η 1

θ ( Equ. 7-10 )

Where (Deg) = tan

θ tan13

18.43

η 12 2 1 2 2 1

90 2 2θ 100% 79.5%

5738.13 0.795 4562.8 > 4230 kN (Ok) Hence D=1m, L=27 m

Structural Design for piles :

For reinforcement , use :

0.0110004

7853.98

Use 16 ∅25

Check Pile capacity:

4230

Figure 7-8 Group Pile efficiency determination



Ch.7

∅ 0.85 0.85 ( Equ. 7-11 )

∅ 0.750.85 0.85 35 785398.2 7853.98 420 7853.98

1000

16849

∅

Use 16 ∅25

Spacing = 157.3 1.5 40

Design of spiral:

Spiral 12

124

113.1

1000 2 75 850

8504

567450.2mm

0.425 1 ( Equ. 7-12 )

0.425785398.2567450.2

135420

0.0136

( Equ. 7-13 )



Ch.7

0.0136850 113.1

567450.2→ 39.1

25

75

Use S=40 mm

7.6.4 Differential Settlement Check :

∆ 2.115

∆ 0.462

61.08

Differential settlement ( ∆ ) = ∆ ∆ 1.653 25 APPENDIX 3.A

Differential building slope= ∆ ∆ 0.000027 0.001 (Ok)

APPENDIX 3.B

Hence, ,this movement will not cause any structural or architectural distress.

Figure 7-9 Differential settlement



Ch.7

7.6.5 Pile Cap Design : 1. Analysis Results

X-X Direction Moment Results :

Y-Y Direction Moment Results :

Figure 7-11 Y-Y Direction Moment Results

Figure 7-10 X-X Direction Moment Results



Ch.7

2. Design sample for Area1 X– X Direction (-) :

(-) 2274kN.m

Assume: 32

2

1500 75 322

1409

∅

.1.27 ( Equ. 7-14 )

m = fy

0.85fc' =

.= 14.12 ( Equ. 7-15 )

1 1 ( Equ. 7-16 )

114.12

1 1 2 14.12 1.27

420 0.0031

As-req= ρ ×b ×d = 0.031 1000 1409 4368mm

As-max 0.428 0.85 fc'

fy×β1 ×b×d ( β1 0.8 ) 117 ( Equ. 7-17 )

= 0.428 × 0.85 ×35

420 0.8 1000 1409 = 34172.9 mm2

.

. 118 ( Equ. 7-18 )

0.25√35420

1000 1409 1.4420

1000 1409

4961.8 governs 4696.6

As-min= 4961.8 mm2

Ashrinkage & temperatre= 0.0018 b h 119 ( Equ. 7-19 )

117 ACI 10.2.7.3 118 ACI 10.5.1 equ. (10.3)



Ch.7

= 0.0018 × 1000 × 1500 = 2700

∶ As-req 4961.8mm

Use 7 32

a= Asfy

0.85 fc'b ( Equ. 7-20)

a = 5629.7×420

0.85 × 35 × 1000 = 79.47 mm

xdt

79.47

0.8 14090.0705< 0.375

(hence ∅=0.9 tension control checked

3. Foundation Design results :

Table 7-3 Foundation Design Results

Area Area 1 Area 2 Direction X Direction Y Direction X Direction Y Direction

Depth (mm) 1500 500

C.C (mm) 75

Moment (kN.m/m)

(-)

(+)

(-)

(+)

(-)

(+)

(-)

(+)

2274 1092 3291 1139 380.6 250 188 125 4961.8 1461.4

2700 900

34172.9 10065.1

.

4365.1 2071.8 6383.2 2162 2535.6 1639.4 1231.7 813

7∅32 mm

7∅32 mm

8∅32 mm

7∅32 mm

5∅20 mm

5∅20 mm

5∅20 mm

5∅20 mm

119 ACI 7.12.2.1 (b)

a

Apendixes

Appendix 1 | Architectural Drawings

1A Hotel Tower Plans and Sections.

Note:

Levels (+16.00 ,+20.45 , +24.20) are identical. Levels (27.95 , 31.70 , 35.45 , 39.20 , 42.95) are identical. Levels (46.70 , 50.45 , 54.20 , 57.95 , 61.70) are identical.

A single plan for each is printed.

1B Façade

1C Stairs

1D Toppings

b

LEVEL HF0 (+5)

c

LEVEL HF1 (+10)

d

e

f

g

h

i

j

k

l

m

n

Side View

o

Façade Details

p

Stairs Details

q

Toppings

r

Appendix 2 | Interaction Diagrams

s

t

Appendix 3 | Tolerable Differential Settlement

u

Appendix 4 | Excel Sheets Calculations

Most design calculations in this project are carried out using spreadsheets prepared by us using Microsoft excel , the following are the main excel spreadsheets :

4A) Rectangular Section - Flexure Design .

4B) Rectangular Section - Torsion and Shear Design.

4C) Biaxial Column Design

4D) Column Moment Capacity

4E) Shear wall Design

4F) Stairs Design

v

4A) Rectangular Section - Flexure Design .

w

4B) Rectangular Section - Torsion and Shear Design

x

4C) Biaxial Column Design

y

4C) Biaxial Column Design (Continued)

z

4D) Column Moment Capacity

aa

4E) Shear wall Design

bb

4E) Shear wall Design (Continued)

cc

4F) Stairs Design

dd

4F) Stairs Design (Continuous)

ee

Appendix 5 | Ss , S1 Seismic Parameters

Values of and has been used based on USGS email

References

1. ACI Committee 318 of American Concrete Institute, “ Building Code Requirements for Structural Concrete ( ACI 318-11 ) “.

2. ACI Committee 315 of American Concrete Institute, “ ACI Detailing Manual-2004 , Details of Concrete Reinforcement“.

3. American Society of Civil Engineers, “ Minimum Design Loads for Buildings and Other Structures (ASCE 7-10) “.

4. Braja M. Das , “ Principles of Foundation Engineering 6th Edition “.

5. David Anthony Fanella, Portland Cement Association PCA “ Time-saving Design Aids for Reinforced Concrete “ .

6. Edward G. Nawy, “ Reinforced Concrete (A Fundamental Approach) 5th Edition”.

7. Joseph E. Bowles “ Foundation Analysis and Design 6th Edition”.

8. James K. Wight & James G. MacGregor “ Reinforced Concrete Mechanics and Design”.

9. M. Nadim Hassoun & Akthem Al-Manaseer“ Structural Concrete Theory and Design 4th Edition “.

10. Mohammed B. Abohedma, and Milad M. Alshebani “Wind Load

Characteristics in Libya”

11. Website “ United States Geological Survey www.USGS.org “

12. Website “ Polypropylene Waffle Mould Sizes www.kasetkalip.com “

Documents

Building Structure Design - Graduation Project