Draft Report – Tower A 2maslak1453yonetim.com/docs/wind-test/RUZGAR-TESTLERI-A2.pdfDESIGN WIND LOADS..... for Model Construction – Right Side Inside Front 2 – Roof Plan at Z

Reputation Resources Results


Yapi Teknik Ins.San. Proje Ve Taah Ltd.Sti

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Istanbul 90 216 651 85 80

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Unit 4 Lawrence Industrial Estate

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Agaogla Maslak

Draft Report

Cladding PressuresNovember 12

SUBMITTED TO

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Uskudar

90 216 651 85 80




Unit 4 Lawrence Industrial Estate

Maslak Istanbul, Turkey

Report

Cladding PressuresRWDI #

November 12

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Yapi Teknik Ins.San. Proje Ve Taah Ltd.Sti Kisikli Cad. No.4 Sarkuysan Ak Plaza




Maslak EGYOIstanbul, Turkey

Report – Tower A

Cladding PressuresRWDI # 1300132

November 12, 2013



Canada | USA | UK | India | China | Hong Kong | Singapore

EGYO ProjectIstanbul, Turkey

Tower A

Cladding Pressures1300132

, 2013

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® RWDI name and logo are registered trademarks in Canada and the United States of America

| Hong Kong | Singapore

Project

Tower A

Cladding Pressures

SUBMITTED BY

Samantha FowlerProject

[email protected]

Matteo PavariniProject Engineer

[email protected]

Gary ClarkeProject Manager

[email protected]

Anton DaviesProject Director

[email protected]


ited States of America


Project

Tower A2

SUBMITTED BY

Samantha FowlerProject Engineer

[email protected]

Matteo PavariniProject Engineer

[email protected]

Gary Clarke Project Manager

[email protected]

Anton Davies Project Director

[email protected]

for the sole use of the party to whom it is addressed and may contain information that is


SUBMITTED BY

Samantha Fowler Engineer

[email protected]

Matteo Pavarini Project Engineer

[email protected]

Project Manager

[email protected]

Project Director

[email protected]

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TABLE OF CONTENTS1. INTRODUCTION

2. WIND TUNNEL TESTS

2.1

2.2

3. WIND CLIMATE

4. DETERMINING CLADDING

5. RECOMMENDED CLADDING

6. APPLICABILITY OF RES

6.1

6.2

Tables Table 1:

FiguresFigure 1:Figure 2:Figure 3:Figure 4:

Figure 5:

Figure 6:

Figure 7

Figure 8

Figure 9

Figure 10

Figure 1

Figure 1

Figure 13

AppendicesAppendix A:


TABLE OF CONTENTSINTRODUCTION

WIND TUNNEL TESTS

2.1 Study Model and Surroundings

2.2 Upwind Profiles

WIND CLIMATE

DETERMINING CLADDING

RECOMMENDED CLADDING

APPLICABILITY OF RES

6.1 The Proximity Model

6.2 Study Model

Tables Table 1:

Figures Figure 1: Figure 2: Figure 3: Figure 4:

Figure 5:

Figure 6:

Figure 7:

Figure 8:

Figure 9:

Figure 10

Figure 11

Figure 12

Figure 13

ppendicesAppendix A:


Agaogla Maslak EGYO Project Cladding PressuresRWDI#1300132November 12, 2013.

TABLE OF CONTENTSINTRODUCTION ................................

WIND TUNNEL TESTS

Study Model and Surroundings

Upwind Profiles

WIND CLIMATE ................................




The Proximity Model

Study Model ................................

Drawing

Wind Tunnel Study Model Site Plan Directional Distribution of Local Wind Speeds Recommended Wind Loads for Cladding Design, Peak Negative Pressures,

Vertical Wall Recommended Wind Loads for Cladding Design, Peak Negative Pressures,

Left Side, A Recommended Wind Loads for Cladding Design, Peak Negative Pressures,

Inside Front Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2

Outside Front (fins), Recommended Wind Loads for Cladding Design, Peak Negative Pressures,

Roof Plan, A Recommended Wind Loads for Cladding Design, Peak

Outside FrontFigure 10: Recommended Wind Loa

Left Side, 1: Recommended Wind Loads for Cladding Design, Peak Positive Pressures,

Inside Front2: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2

Outside Front (fins), Inside Front (fins)Figure 13: Recommended Wind Loads for Cladding Design, Peak Positive Pressures,

Roof Plan,

ppendices Appendix A: Wind Tunnel Procedures

Canada | USA | UK | India |

Agaogla Maslak EGYO Project Cladding Pressures

1300132 November 12, 2013.

TABLE OF CONTENTS................................

WIND TUNNEL TESTS ................................


Upwind Profiles ................................

................................



APPLICABILITY OF RESULTS

The Proximity Model ................................

................................

Drawing List

Wind Tunnel Study ModelSite Plan Directional Distribution of Local Wind SpeedsRecommended Wind Loads for Cladding Design, Peak Negative Pressures, Vertical WallRecommended Wind Loads for Cladding Design, Peak Negative Pressures, Left Side, A2 Recommended Wind Loads for Cladding Design, Peak Negative Pressures, Inside Front Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 Outside Front (fins), Recommended Wind Loads for Cladding Design, Peak Negative Pressures, Roof Plan, ARecommended Wind Loads for Cladding Design, Peak Outside FrontRecommended Wind LoaLeft Side, A2Recommended Wind Loads for Cladding Design, Peak Positive Pressures, Inside Front Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2 Outside Front (fins), Inside Front (fins)Recommended Wind Loads for Cladding Design, Peak Positive Pressures, Roof Plan, A

Wind Tunnel Procedures


Agaogla Maslak EGYO Project – Tower A2

November 12, 2013.

TABLE OF CONTENTS ................................

................................


................................

................................

DETERMINING CLADDING WIND LOADS FROM WIND

RECOMMENDED CLADDING DESIGN WIND LOADS

ULTS ................................

................................

................................

List for Model Construction

Wind Tunnel Study Model

Directional Distribution of Local Wind SpeedsRecommended Wind Loads for Cladding Design, Peak Negative Pressures, Vertical Wall Recommended Wind Loads for Cladding Design, Peak Negative Pressures,

2 – Right SideRecommended Wind Loads for Cladding Design, Peak Negative Pressures,

Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 Outside Front (fins), Inside FrontRecommended Wind Loads for Cladding Design, Peak Negative Pressures, Roof Plan, A2 – Roof Plan at Z KAT, ARecommended Wind Loads for Cladding Design, Peak Outside Front Recommended Wind Loa

2 – Right SideRecommended Wind Loads for Cladding Design, Peak Positive Pressures,

Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2 Outside Front (fins), Inside Front (fins)Recommended Wind Loads for Cladding Design, Peak Positive Pressures,

A2 – Roof Plan at Z KAT,



Agaogla Maslak EGYO Project – Istanbul, TurkeyTower A2

................................................................

................................................................

Study Model and Surroundings ................................

................................................................

................................................................

WIND LOADS FROM WIND

DESIGN WIND LOADS

................................

................................

................................................................

for Model Construction


Directional Distribution of Local Wind SpeedsRecommended Wind Loads for Cladding Design, Peak Negative Pressures,

Recommended Wind Loads for Cladding Design, Peak Negative Pressures, Right Side

Recommended Wind Loads for Cladding Design, Peak Negative Pressures,

Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 Inside Front

Recommended Wind Loads for Cladding Design, Peak Negative Pressures, Roof Plan at Z KAT, A

Recommended Wind Loads for Cladding Design, Peak

Recommended Wind Loads for Cladding Design, Peak Positive Pressures, Right Side

Recommended Wind Loads for Cladding Design, Peak Positive Pressures,

Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2 Outside Front (fins), Inside Front (fins)Recommended Wind Loads for Cladding Design, Peak Positive Pressures,

Roof Plan at Z KAT,



Istanbul, Turkey

................................

................................

................................

................................

................................


DESIGN WIND LOADS

................................................................

................................................................

................................

for Model Construction

Directional Distribution of Local Wind SpeedsRecommended Wind Loads for Cladding Design, Peak Negative Pressures,



Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 Inside Front (fins)

Recommended Wind Loads for Cladding Design, Peak Negative Pressures, Roof Plan at Z KAT, A2


ds for Cladding Design, Peak Positive Pressures,


Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2 Outside Front (fins), Inside Front (fins) Recommended Wind Loads for Cladding Design, Peak Positive Pressures,

Roof Plan at Z KAT, A2

China | Hong Kong | Singapore

................................................................

................................

................................................................

................................................................

................................................................

WIND LOADS FROM WIND TUNNEL TEST RESULTS

DESIGN WIND LOADS ................................

................................

................................

................................................................

Directional Distribution of Local Wind Speeds Recommended Wind Loads for Cladding Design, Peak Negative Pressures,



Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2

Recommended Wind Loads for Cladding Design, Peak Negative Pressures, 2 – Soffit Plan




Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2

Recommended Wind Loads for Cladding Design, Peak Positive Pressures, 2 – Soffit Plan


................................

................................................................

................................

................................

................................

TUNNEL TEST RESULTS

................................

................................

................................................................

................................





Recommended Wind Loads for Cladding Design, Peak Negative Pressures, Soffit Plan

Recommended Wind Loads for Cladding Design, Peak Positive




Recommended Wind Loads for Cladding Design, Peak Positive Pressures, Soffit Plan


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TUNNEL TEST RESULTS

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Positive Pressures,






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TUNNEL TEST RESULTS ..............

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Pressures,





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............................. 3 .................................. 4

............ 4

......................... 4

Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 –





Pressures, A2 –

ds for Cladding Design, Peak Positive Pressures, A2 –

Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2 –



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1. Rowan Williams Davies & Irwin Inc. (RWDI) was retained by the proposed a multiconference facilities. exterior envelope of

The following table summarizes relevant information about the design team, results of the study and the governing parameters:

Project Details: ArchitectKey Results and Recommendations: Recommended Cladding Design Wind Loads

Range of Negative PressuresRange of Positive Pressures

Selected Analysis Parameters: Internal Pressures Basic Wind Speed per FBC 2001 Importance Factor on Wind

The wind tunnel test procedures met or exceeded the requirements set out in 7-10 Standard.the results and recommendations. Appendix A provides testing and analysis procedures for this type of study. For detailed explanations of the procedures and underlying theory, refer to RWDI’s Technical Reference Document Buildings (RD2


INTRODUCTIONRowan Williams Davies & Irwin Inc. (RWDI) was retained by the proposed Agaoglu Maslak a multi-tower development comprised of four phases, with hotel, residential, office, retail and conference facilities. exterior envelope of


Project Details: Architect

Key Results and Recommendations:Recommended Cladding Design Wind Loads Negative Pressures Positive PressuresRange of Negative PressuresRange of Positive Pressures

Selected Analysis Parameters:Internal PressuresBasic Wind Speed per FBC 2001Importance Factor on Wind

The wind tunnel test procedures met or exceeded the requirements set out in Standard.

the results and recommendations. Appendix A provides testing and analysis procedures for this type of study. For detailed explanations of the procedures and underlying theory, refer to RWDI’s Technical Reference Document Buildings (RD2



INTRODUCTIONRowan Williams Davies & Irwin Inc. (RWDI) was retained by

Agaoglu Maslak tower development comprised of four phases, with hotel, residential, office, retail and

conference facilities. The exterior envelope of tower A


Key Results and Recommendations:Recommended Cladding Design Wind Loads

Negative PressuresPositive Pressures

Range of Negative PressuresRange of Positive Pressures

Selected Analysis Parameters:Internal Pressures Basic Wind Speed per FBC 2001Importance Factor on Wind

The wind tunnel test procedures met or exceeded the requirements set out in Standard. The following sections outline the test methodology for the current study, and discuss

the results and recommendations. Appendix A provides testing and analysis procedures for this type of study. For detailed explanations of the procedures and underlying theory, refer to RWDI’s Technical Reference Document Buildings (RD2-2000.1), which is available upon request.


Agaogla Maslak EGYO Project ing Pressures

1300132 November 12, 2013.

INTRODUCTIONRowan Williams Davies & Irwin Inc. (RWDI) was retained by

Agaoglu Maslak 1453tower development comprised of four phases, with hotel, residential, office, retail and

The objective of this study was to determine the wind loads for design of the tower A2.


Key Results and Recommendations: Recommended Cladding Design Wind Loads

Negative Pressures Positive Pressures

Range of Negative Pressures Range of Positive Pressures

Selected Analysis Parameters:

Basic Wind Speed per FBC 2001 Importance Factor on Wind Speed

The wind tunnel test procedures met or exceeded the requirements set out in The following sections outline the test methodology for the current study, and discuss

the results and recommendations. Appendix A provides testing and analysis procedures for this type of study. For detailed explanations of the procedures and underlying theory, refer to RWDI’s Technical Reference Document

1), which is available upon request.



November 12, 2013.

INTRODUCTION Rowan Williams Davies & Irwin Inc. (RWDI) was retained by

1453 Project in Istanbul, Turkey.tower development comprised of four phases, with hotel, residential, office, retail and

objective of this study was to determine the wind loads for design of the

The following table summarizes relevant information about the design team, results of the study and

Recommended Cladding Design Wind Loads






Rowan Williams Davies & Irwin Inc. (RWDI) was retained by Project in Istanbul, Turkey.

tower development comprised of four phases, with hotel, residential, office, retail and objective of this study was to determine the wind loads for design of the






Istanbul, Turkey

Rowan Williams Davies & Irwin Inc. (RWDI) was retained by Project in Istanbul, Turkey.



Leach Rhodes Walker Architects

Figures 4 to Figures -1.0 kPa +1.0 kPa to +1.75

+0.19 kPa, 36m/s 31.0





Rowan Williams Davies & Irwin Inc. (RWDI) was retained by Yapi TeknikProject in Istanbul, Turkey. The Agaoglu Maslak




Figures 4 to 8 Figures 9 to 13 1.0 kPa to -2.0 kPa

+1.0 kPa to +1.75 kPa

kPa, -0.19 kPa3-second Gust Speed at


the results and recommendations. Appendix A provides additional background information on the testing and analysis procedures for this type of study. For detailed explanations of the procedures and underlying theory, refer to RWDI’s Technical Reference Document


Teknik to study the wind loading on The Agaoglu Maslak




kPa kPa

kPa second Gust Speed at


additional background information on the testing and analysis procedures for this type of study. For detailed explanations of the procedures and underlying theory, refer to RWDI’s Technical Reference Document -


to study the wind loading on The Agaoglu Maslak




second Gust Speed at 10m in open terrain

The wind tunnel test procedures met or exceeded the requirements set out in Chapter 31The following sections outline the test methodology for the current study, and discuss

additional background information on the testing and analysis procedures for this type of study. For detailed explanations of the procedures

Wind Tunnel Studies for


to study the wind loading on The Agaoglu Maslak EGYO Project is



in open terrain

Chapter 31 of the ASCE The following sections outline the test methodology for the current study, and discuss



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to study the wind loading on Project is



of the ASCE The following sections outline the test methodology for the current study, and discuss



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to study the wind loading on Project is



of the ASCE The following sections outline the test methodology for the current study, and discuss



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2.

2.1

A 1:400 scale model of the proposed development was constructed using the architectural drawings listed in Table 1. presence of all surroundings within a fulllayer wind tunnel facility in

Photographs of the orientation plan showing the location of the

2.2

Beyond the modeled area, the influence of the upwind terrain on the planetary boundary layer was simulated in the testing by at the upwind end of the working section for each wind direction. This simulation, and subsequent analysis of the data from the model, was targeted to represent the following upwiWind direction is defined as the direction from which the wind blows, measured clockwise from true north.

Upwind Terrain

Urban/Suburban terrain immediately upwind of the surrounding model, with open

3. In order to predict the fullthe wind tunnel data were combined with a statistical model of the local wind climate. The wind climate model was based on local surface wind measurements taken at Istanbul.

The magnitude of the wind wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified for Istanbul

The wind climate for on the wind climate model, the strength of the wind versus wind direction. wind speeds from


WIND TUNNEL TESTS


A 1:400 scale model of the proposed development was constructed using the architectural drawings listed in Table 1. presence of all surroundings within a fulllayer wind tunnel facility in

Photographs of the orientation plan showing the location of the

Upwind Profiles

Beyond the modeled area, the influence of the upwind terrain on the planetary boundary layer was simulated in the testing by at the upwind end of the working section for each wind direction. This simulation, and subsequent analysis of the data from the model, was targeted to represent the following upwiWind direction is defined as the direction from which the wind blows, measured clockwise from true north.

Upwind Terrain

Urban/Suburban terrain immediately upwind of the surrounding model, with open

WIND CLIMATEIn order to predict the fullthe wind tunnel data were combined with a statistical model of the local wind climate. The wind climate model was based on local surface wind measurements taken at Istanbul.

The magnitude of the wind wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified

Istanbul in the TS498 Turkish Standard.

The wind climate for on the wind climate model, the strength of the wind versus wind direction. wind speeds from



WIND TUNNEL TESTS


A 1:400 scale model of the proposed development was constructed using the architectural drawings listed in Table 1. The model was instrumented with presence of all surroundings within a fulllayer wind tunnel facility in

Photographs of the scale model in the boundary layer wind tunnel orientation plan showing the location of the

Upwind Profiles

Beyond the modeled area, the influence of the upwind terrain on the planetary boundary layer was simulated in the testing by at the upwind end of the working section for each wind direction. This simulation, and subsequent analysis of the data from the model, was targeted to represent the following upwiWind direction is defined as the direction from which the wind blows, measured clockwise from true

Upwind Terrain

Urban/Suburban terrain – varying lengths of suburban and urban fetch immediately upwind of the surrounding model, with open

WIND CLIMATEIn order to predict the fullthe wind tunnel data were combined with a statistical model of the local wind climate. The wind climate model was based on local surface wind measurements taken at

The magnitude of the wind wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified

in the TS498 Turkish Standard.

The wind climate for Istanbulon the wind climate model, the strength of the wind versus wind direction. wind speeds from the data set as a function of return perio



1300132 November 12, 2013.

WIND TUNNEL TESTS


A 1:400 scale model of the proposed development was constructed using the architectural drawings The model was instrumented with

presence of all surroundings within a fulllayer wind tunnel facility in Dunstable, Bedfordshire

scale model in the boundary layer wind tunnel orientation plan showing the location of the

Upwind Profiles

Beyond the modeled area, the influence of the upwind terrain on the planetary boundary layer was simulated in the testing by appropriate roughness on the wind tunnel floor and flow conditioning spires at the upwind end of the working section for each wind direction. This simulation, and subsequent analysis of the data from the model, was targeted to represent the following upwiWind direction is defined as the direction from which the wind blows, measured clockwise from true

varying lengths of suburban and urban fetch immediately upwind of the surrounding model, with open

WIND CLIMATEIn order to predict the full-scale wind pressures acting on the building as a funthe wind tunnel data were combined with a statistical model of the local wind climate. The wind climate model was based on local surface wind measurements taken at

The magnitude of the wind velocity for the 50 year return period corresponded to a 3wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified


Istanbul is illustrated by the plots in Figure 3.on the wind climate model, the strength of the wind versus wind direction.

data set as a function of return perio



November 12, 2013.

WIND TUNNEL TESTS



presence of all surroundings within a fullDunstable, Bedfordshire

scale model in the boundary layer wind tunnel orientation plan showing the location of the

Beyond the modeled area, the influence of the upwind terrain on the planetary boundary layer was appropriate roughness on the wind tunnel floor and flow conditioning spires

at the upwind end of the working section for each wind direction. This simulation, and subsequent analysis of the data from the model, was targeted to represent the following upwiWind direction is defined as the direction from which the wind blows, measured clockwise from true

varying lengths of suburban and urban fetch immediately upwind of the surrounding model, with open

WIND CLIMATE scale wind pressures acting on the building as a fun

the wind tunnel data were combined with a statistical model of the local wind climate. The wind climate model was based on local surface wind measurements taken at

velocity for the 50 year return period corresponded to a 3wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified


is illustrated by the plots in Figure 3.on the wind climate model, the strength of the wind versus wind direction.




WIND TUNNEL TESTS



presence of all surroundings within a full-scale radius of 460 m, in RWDI’s 2.4 m Dunstable, Bedfordshire

scale model in the boundary layer wind tunnel orientation plan showing the location of the study site is given in Figure



varying lengths of suburban and urban fetch immediately upwind of the surrounding model, with open terrain or

scale wind pressures acting on the building as a funthe wind tunnel data were combined with a statistical model of the local wind climate. The wind climate model was based on local surface wind measurements taken at






Istanbul, Turkey

A 1:400 scale model of the proposed development was constructed using the architectural drawings The model was instrumented with 501

scale radius of 460 m, in RWDI’s 2.4 m Dunstable, Bedfordshire.

scale model in the boundary layer wind tunnel study site is given in Figure



varying lengths of suburban and urban fetch terrain or water beyond.




data set as a function of return period.


A 1:400 scale model of the proposed development was constructed using the architectural drawings 501 pressure taps and

scale radius of 460 m, in RWDI’s 2.4 m

scale model in the boundary layer wind tunnel study site is given in Figure



water beyond.



is illustrated by the plots in Figure 3. on the wind climate model, the strength of the wind versus wind direction.

d.


A 1:400 scale model of the proposed development was constructed using the architectural drawings pressure taps and

scale radius of 460 m, in RWDI’s 2.4 m

scale model in the boundary layer wind tunnel are study site is given in Figure 2.



Wind Directions (Inclusive)

scale wind pressures acting on the building as a funthe wind tunnel data were combined with a statistical model of the local wind climate. The wind climate model was based on local surface wind measurements taken at Ataturk International Airport,


The upper two plots show, based on the wind climate model, the strength of the wind versus wind direction.


A 1:400 scale model of the proposed development was constructed using the architectural drawings pressure taps and was tested in the

scale radius of 460 m, in RWDI’s 2.4 m ×

shown in Figure 1


at the upwind end of the working section for each wind direction. This simulation, and subsequent analysis of the data from the model, was targeted to represent the following upwind terrain conditions. Wind direction is defined as the direction from which the wind blows, measured clockwise from true


10°

scale wind pressures acting on the building as a function of return period, the wind tunnel data were combined with a statistical model of the local wind climate. The wind

Ataturk International Airport,


The upper two plots show, based on the wind climate model, the strength of the wind versus wind direction. The lower plot shows the


A 1:400 scale model of the proposed development was constructed using the architectural drawings was tested in the × 2.0 m boundary

in Figure 1


at the upwind end of the working section for each wind direction. This simulation, and subsequent nd terrain conditions.

Wind direction is defined as the direction from which the wind blows, measured clockwise from true


to 360°

ction of return period, the wind tunnel data were combined with a statistical model of the local wind climate. The wind


velocity for the 50 year return period corresponded to a 3-second gust wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified

The upper two plots show, based The lower plot shows the

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A 1:400 scale model of the proposed development was constructed using the architectural drawings was tested in the

2.0 m boundary

in Figure 1. An







second gust wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified


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A 1:400 scale model of the proposed development was constructed using the architectural drawings was tested in the

2.0 m boundary

An






second gust wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified


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4. TUNNEL TEST RESULTSFor design of cladding elements, the net wind load acting across an element must be considered. The results provided in this report include the contributions of the wind loads acting on botexternal surface (measured directly on the scale model during the wind tunnel test) and internal surface of the element (determined through analytical methods and the wind tunnel test data).

For elements exposed to wind on the external surface onlyapplied to the measured external pressure in order to determine the net pressure applicable for design. In strong winds, the internal pressures are dominated by air leakage effects. sources of air leakag

The wind loads provided are net pressures which include an allowance for windpressure based on a building without any large or significant openings. The resulting internal pressure allowance values consideration of pressures induced by auxiliary mechanical systems.

To obtain the net peak negative pressure on the building's cladding, the negative exterior pressures were augmented by an amount equal to the positive internal presspressures were obtained by augmenting the exterior positive pressure by an amount equal to the magnitude of the negative internal pressure.

For elements exposed to wind on opposite surfaces such as parapets, fins and cpressure acting on the element was determined by measuring the instantaneous pressure difference across the element.

5. It is recommended that the wind loads presented year return period. The drawings in these figures have been zoned using the pressure indicated is the maximum pressure in that particular zone. For example, a would have pressures ranging from

Wind loads have been provided for the elevation walls of the tower and separately for the fin features (figures 7 and 12). In these cases the local recommended pressures shown are differential pressures measured across the fins.

Note thincluding an allowance for internal pressures. Design of the cladding to the provided wind loads will not necessarily prevent breakage due to impact by wind borne

Note that the wind loads provided in this report include the effects of the directionality in the local wind climate. These loads do not contain safety or load factors and are to be applied to the building's cladding system in the same manner as analytical methods.

"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and "positive pressure" acts inward. The largest recommended negative cladding wind load was which occurred on the negative wind loads were cladding wind load was +Figure


DETERMINING CLADDINGTUNNEL TEST RESULTSFor design of cladding elements, the net wind load acting across an element must be considered. The results provided in this report include the contributions of the wind loads acting on botexternal surface (measured directly on the scale model during the wind tunnel test) and internal surface of the element (determined through analytical methods and the wind tunnel test data).

For elements exposed to wind on the external surface onlyapplied to the measured external pressure in order to determine the net pressure applicable for design. In strong winds, the internal pressures are dominated by air leakage effects. sources of air leakag




RECOMMENDED CLADDINGIt is recommended that the wind loads presented year return period. The drawings in these figures have been zoned using the pressure indicated is the maximum pressure in that particular zone. For example, a would have pressures ranging from


Note that the recommended wind loads are for cladding design for resistance against wind pressure, including an allowance for internal pressures. Design of the cladding to the provided wind loads will not necessarily prevent breakage due to impact by wind borne


"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and "positive pressure" acts inward. The largest recommended negative cladding wind load was which occurred on the negative wind loads were cladding wind load was +Figure 11. The majority of the positive wind loads were




For elements exposed to wind on the external surface onlyapplied to the measured external pressure in order to determine the net pressure applicable for design. In strong winds, the internal pressures are dominated by air leakage effects. sources of air leakage include uniformly distributed small leakage pa






at the recommended wind loads are for cladding design for resistance against wind pressure, including an allowance for internal pressures. Design of the cladding to the provided wind loads will not necessarily prevent breakage due to impact by wind borne


"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and "positive pressure" acts inward. The largest recommended negative cladding wind load was which occurred on various locations across the building facadethe negative wind loads were cladding wind load was +

. The majority of the positive wind loads were



1300132 November 12, 2013.


For elements exposed to wind on the external surface onlyapplied to the measured external pressure in order to determine the net pressure applicable for design. In strong winds, the internal pressures are dominated by air leakage effects.

e include uniformly distributed small leakage pa

The wind loads provided are net pressures which include an allowance for windpressure based on a building without any large or significant openings. The resulting internal pressure allowance values were consideration of pressures induced by auxiliary mechanical systems.


For elements exposed to wind on opposite surfaces such as parapets, fins and cpressure acting on the element was determined by measuring the instantaneous pressure difference




Note that the wind loads provided in this report include the effects of the directionality in the local wind climate. These loads do not contain safety or load factors and are to be applied to the building's cladding system in the same manner as

"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and "positive pressure" acts inward. The largest recommended negative cladding wind load was

various locations across the building facadethe negative wind loads were in the range of cladding wind load was +1.75kPa, which occurred on t




November 12, 2013.




The wind loads provided are net pressures which include an allowance for windpressure based on a building without any large or significant openings. The resulting internal

were ±0.19consideration of pressures induced by auxiliary mechanical systems.



RECOMMENDED CLADDINGIt is recommended that the wind loads presented year return period. The drawings in these figures have been zoned using the pressure indicated is the maximum pressure in that particular zone. For example, a would have pressures ranging from 1.26

Wind loads have been provided for the elevation walls of the tower and separately for the fin features (figures 7 and 12). In these cases the local recommended pressures shown are differential pressures




various locations across the building facadein the range of kPa, which occurred on t




DETERMINING CLADDINGTUNNEL TEST RESULTS For design of cladding elements, the net wind load acting across an element must be considered. The results provided in this report include the contributions of the wind loads acting on botexternal surface (measured directly on the scale model during the wind tunnel test) and internal surface of the element (determined through analytical methods and the wind tunnel test data).




±0.19 kPa. consideration of pressures induced by auxiliary mechanical systems.



RECOMMENDED CLADDINGIt is recommended that the wind loads presented year return period. The drawings in these figures have been zoned using the pressure indicated is the maximum pressure in that particular zone. For example, a

1.26 kPa to 1.5





various locations across the building facadein the range of -1.0kPa, which occurred on t



Istanbul, Turkey

DETERMINING CLADDING WIND LOADS FROM WIND

For design of cladding elements, the net wind load acting across an element must be considered. The results provided in this report include the contributions of the wind loads acting on botexternal surface (measured directly on the scale model during the wind tunnel test) and internal surface of the element (determined through analytical methods and the wind tunnel test data).




Note that this allowanconsideration of pressures induced by auxiliary mechanical systems.

To obtain the net peak negative pressure on the building's cladding, the negative exterior pressures were augmented by an amount equal to the positive internal presspressures were obtained by augmenting the exterior positive pressure by an amount equal to the


RECOMMENDED CLADDING It is recommended that the wind loads presented in Figures 4 through year return period. The drawings in these figures have been zoned using the pressure indicated is the maximum pressure in that particular zone. For example, a

1.5kPa.





various locations across the building facade0kPa to -1.5

kPa, which occurred on the . The majority of the positive wind loads were in the range of +1.0




For elements exposed to wind on the external surface only, an internal pressure allowance must be applied to the measured external pressure in order to determine the net pressure applicable for design. In strong winds, the internal pressures are dominated by air leakage effects.




To obtain the net peak negative pressure on the building's cladding, the negative exterior pressures were augmented by an amount equal to the positive internal pressure. Likewise, the net peak positive pressures were obtained by augmenting the exterior positive pressure by an amount equal to the


DESIGN WIND LOADSin Figures 4 through

year return period. The drawings in these figures have been zoned using the pressure indicated is the maximum pressure in that particular zone. For example, a


at the recommended wind loads are for cladding design for resistance against wind pressure, including an allowance for internal pressures. Design of the cladding to the provided wind loads will not necessarily prevent breakage due to impact by wind borne debris.

Note that the wind loads provided in this report include the effects of the directionality in the local wind climate. These loads do not contain safety or load factors and are to be applied to the building's cladding system in the same manner as would wind loads calculated by code


various locations across the building facade (Figure1.5kPa. The largest recommended positive

he Right Side (Figure 10in the range of +1.0




, an internal pressure allowance must be applied to the measured external pressure in order to determine the net pressure applicable for design. In strong winds, the internal pressures are dominated by air leakage effects.

e include uniformly distributed small leakage paths over the building’s envelop



To obtain the net peak negative pressure on the building's cladding, the negative exterior pressures ure. Likewise, the net peak positive

pressures were obtained by augmenting the exterior positive pressure by an amount equal to the


DESIGN WIND LOADSin Figures 4 through 13

year return period. The drawings in these figures have been zoned using 0.25 the pressure indicated is the maximum pressure in that particular zone. For example, a


at the recommended wind loads are for cladding design for resistance against wind pressure, including an allowance for internal pressures. Design of the cladding to the provided wind loads will

debris.

Note that the wind loads provided in this report include the effects of the directionality in the local wind climate. These loads do not contain safety or load factors and are to be applied to

would wind loads calculated by code


(Figures 4, 6 and 8kPa. The largest recommended positive

Right Side (Figure 10in the range of +1.0kPa to +




, an internal pressure allowance must be applied to the measured external pressure in order to determine the net pressure applicable for design. In strong winds, the internal pressures are dominated by air leakage effects.

ths over the building’s envelop


Note that this allowance doesn’t include any




DESIGN WIND LOADS be consid.25 kPa increments so that

the pressure indicated is the maximum pressure in that particular zone. For example, a






s 4, 6 and 8). The majority of kPa. The largest recommended positive

Right Side (Figure 10) and on kPa to +1.5




, an internal pressure allowance must be applied to the measured external pressure in order to determine the net pressure applicable for design. In strong winds, the internal pressures are dominated by air leakage effects. Important

ths over the building’s envelop

The wind loads provided are net pressures which include an allowance for wind-induced internal pressure based on a building without any large or significant openings. The resulting internal

ce doesn’t include any



For elements exposed to wind on opposite surfaces such as parapets, fins and canopies, the net pressure acting on the element was determined by measuring the instantaneous pressure difference

DESIGN WIND LOADSbe considered for the 50

kPa increments so that the pressure indicated is the maximum pressure in that particular zone. For example, a 1.5 kPa zone





"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and "positive pressure" acts inward. The largest recommended negative cladding wind load was -

). The majority of kPa. The largest recommended positive

) and on Surface 1 in 1.5kPa.

www.rwdi.com

Page 3


For design of cladding elements, the net wind load acting across an element must be considered. The results provided in this report include the contributions of the wind loads acting on both the external surface (measured directly on the scale model during the wind tunnel test) and internal surface of the element (determined through analytical methods and the wind tunnel test data).

, an internal pressure allowance must be applied to the measured external pressure in order to determine the net pressure applicable for

Important ths over the building’s envelope.

induced internal pressure based on a building without any large or significant openings. The resulting internal




anopies, the net pressure acting on the element was determined by measuring the instantaneous pressure difference

DESIGN WIND LOADS ered for the 50-

kPa increments so that kPa zone





"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and -2.0 kPa,


Surface 1 in

www.rwdi.com

For design of cladding elements, the net wind load acting across an element must be considered. h the

external surface (measured directly on the scale model during the wind tunnel test) and internal

, an internal pressure allowance must be applied to the measured external pressure in order to determine the net pressure applicable for

Important

induced internal pressure based on a building without any large or significant openings. The resulting internal




anopies, the net pressure acting on the element was determined by measuring the instantaneous pressure difference

kPa increments so that kPa zone





"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and a,


Surface 1 in

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6.

6.1

The cladding design wind loads determined by the wind tunnel tests and aforementioned analytical procedures are applicable to the particular configuration of surroundings modeled. The surroundings model used for the wind tunnel tests reflected the currentand include, where appropriate, known offIf, at a later date, additional buildings besides those considered in the tested configuration are construcallowance for possible future changes in surroundings, our final recommended cladding design wind loads do not go below a minimum of

6.2

The reconstructed using the architectural information listed in Table 1that deviate substantially from the above those presented in this report. Therefore, if the design changes, RWDI should be contacted and requested to review the impact on the wind loads.



The Proximity Model

The cladding design wind loads determined by the wind tunnel tests and aforementioned analytical procedures are applicable to the particular configuration of surroundings modeled. The surroundings model used for the wind tunnel tests reflected the currentand include, where appropriate, known offIf, at a later date, additional buildings besides those considered in the tested configuration are constructed or demolished near the project site, then some load changes could occur. To make some allowance for possible future changes in surroundings, our final recommended cladding design wind loads do not go below a minimum of

Study Model

The results presented in this report pertain to the scale model of the proposed development, constructed using the architectural information listed in Table 1that deviate substantially from the above those presented in this report. Therefore, if the design changes, RWDI should be contacted and requested to review the impact on the wind loads.




The Proximity Model

The cladding design wind loads determined by the wind tunnel tests and aforementioned analytical procedures are applicable to the particular configuration of surroundings modeled. The surroundings model used for the wind tunnel tests reflected the currentand include, where appropriate, known offIf, at a later date, additional buildings besides those considered in the tested configuration are

ted or demolished near the project site, then some load changes could occur. To make some allowance for possible future changes in surroundings, our final recommended cladding design wind loads do not go below a minimum of

Study Model

sults presented in this report pertain to the scale model of the proposed development, constructed using the architectural information listed in Table 1that deviate substantially from the above those presented in this report. Therefore, if the design changes, RWDI should be contacted and requested to review the impact on the wind loads.



1300132 November 12, 2013.


The Proximity Model


ted or demolished near the project site, then some load changes could occur. To make some allowance for possible future changes in surroundings, our final recommended cladding design wind loads do not go below a minimum of

Study Model




November 12, 2013.


The Proximity Model


ted or demolished near the project site, then some load changes could occur. To make some allowance for possible future changes in surroundings, our final recommended cladding design wind loads do not go below a minimum of ±1.0





The cladding design wind loads determined by the wind tunnel tests and aforementioned analytical procedures are applicable to the particular configuration of surroundings modeled. The surroundings model used for the wind tunnel tests reflected the currentand include, where appropriate, known off-site structures expected to be completed in the near future. If, at a later date, additional buildings besides those considered in the tested configuration are

ted or demolished near the project site, then some load changes could occur. To make some allowance for possible future changes in surroundings, our final recommended cladding design wind

1.0kPa.

sults presented in this report pertain to the scale model of the proposed development, constructed using the architectural information listed in Table 1that deviate substantially from the above information;those presented in this report. Therefore, if the design changes, RWDI should be contacted and requested to review the impact on the wind loads.


Istanbul, Turkey

APPLICABILITY OF RESULTS

The cladding design wind loads determined by the wind tunnel tests and aforementioned analytical procedures are applicable to the particular configuration of surroundings modeled. The surroundings model used for the wind tunnel tests reflected the current

site structures expected to be completed in the near future. If, at a later date, additional buildings besides those considered in the tested configuration are

ted or demolished near the project site, then some load changes could occur. To make some allowance for possible future changes in surroundings, our final recommended cladding design wind

sults presented in this report pertain to the scale model of the proposed development, constructed using the architectural information listed in Table 1

information; the results for the revised design may differ from those presented in this report. Therefore, if the design changes, RWDI should be contacted and requested to review the impact on the wind loads.


ULTS

The cladding design wind loads determined by the wind tunnel tests and aforementioned analytical procedures are applicable to the particular configuration of surroundings modeled. The surroundings

state of development at the time of testing site structures expected to be completed in the near future.

If, at a later date, additional buildings besides those considered in the tested configuration are ted or demolished near the project site, then some load changes could occur. To make some

allowance for possible future changes in surroundings, our final recommended cladding design wind

sults presented in this report pertain to the scale model of the proposed development, constructed using the architectural information listed in Table 1. Should there be any design changes

the results for the revised design may differ from those presented in this report. Therefore, if the design changes, RWDI should be contacted and






sults presented in this report pertain to the scale model of the proposed development, Should there be any design changes
















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Page 4







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Reputation


TABLE 1The drawings and information listed below were received from were used to construct the scale model of the proposed be any design changes that deviate from this list of drawings, the results may change. Therefore, if changes in the design area made, it is recommended treview their potential effects on wind conditions.

Resources Results

TABLE 1The drawings and information listed below were received from were used to construct the scale model of the proposed be any design changes that deviate from this list of drawings, the results may change. Therefore, if changes in the design area made, it is recommended treview their potential effects on wind conditions.

Resources Results

TABLE 1: DRAWING LIST FOR MODThe drawings and information listed below were received from were used to construct the scale model of the proposed be any design changes that deviate from this list of drawings, the results may change. Therefore, if changes in the design area made, it is recommended treview their potential effects on wind conditions.

File Name

AgaogluAyazaga

AgaogluAyazaga


DRAWING LIST FOR MODThe drawings and information listed below were received from were used to construct the scale model of the proposed be any design changes that deviate from this list of drawings, the results may change. Therefore, if changes in the design area made, it is recommended treview their potential effects on wind conditions.

File Name

AgaogluAyazaga

AgaogluAyazaga



File Name

AgaogluAyazaga-10

AgaogluAyazaga-10




DRAWING LIST FOR MODThe drawings and information listed below were received from were used to construct the scale model of the proposed Agaogla Maslak EGYO Projectbe any design changes that deviate from this list of drawings, the results may change. Therefore, if changes in the design area made, it is recommended t

Canada | USA | UK | India | China | Hong Kong | Singapore

DRAWING LIST FOR MODEL CONSTRUCTIONThe drawings and information listed below were received from Leach Rhodes Walker Architects

Agaogla Maslak EGYO Projectbe any design changes that deviate from this list of drawings, the results may change. Therefore, if changes in the design area made, it is recommended that RWDI be contacted and requested to

File Type

.dwg

.skp


EL CONSTRUCTIONLeach Rhodes Walker Architects

Agaogla Maslak EGYO Projectbe any design changes that deviate from this list of drawings, the results may change. Therefore, if

hat RWDI be contacted and requested to

File Type

.dwg

.skp



Agaogla Maslak EGYO Projectbe any design changes that deviate from this list of drawings, the results may change. Therefore, if


Date Received


Page


Agaogla Maslak EGYO Project. Should there be any design changes that deviate from this list of drawings, the results may change. Therefore, if


Date Received

13/01/03

13/01/03

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Page 1 of 1

EL CONSTRUCTION

Leach Rhodes Walker Architects and . Should there

be any design changes that deviate from this list of drawings, the results may change. Therefore, if hat RWDI be contacted and requested to

Date Received

13/01/03

13/01/03

www.rwdi.com

and . Should there

be any design changes that deviate from this list of drawings, the results may change. Therefore, if hat RWDI be contacted and requested to

www.rwdi.com

http://www.rwdi.com

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Wind Tunnel Study ModelTower A Agaogl

Wind Tunnel Study ModelTower A2

Agaogla Maslak EGYO Project


Maslak EGYO Project


Maslak EGYO Project – Istanbul, Turkey


Istanbul, Turkey

Istanbul, Turkey

Project #1

Project #1300132

300132

Figure:

Date: November 12

1

Date: November 12, 2013

1

, 2013

Note: Wind Speeds shown are 3-second Gust Wind Speeds (m/s) at 10 m height in Open Terrain

Agaogla Maslak EGYO Project - Istanbul Project # 1300132 Date: Oct. 30, 2013

Figure No. 3Directional Distribution of Local Wind Speeds

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

45.0

50.0

1 10 100 1000 10000Mean Recurrence Interval (years)

Predicted Wind Speed TS-498 Code Wind Speed

0

5

10

15

20

25

30

35N

10 2030

40

50

60

70

80

E

100

110

120

130

140150

160170S

190200210

220

230

240

250

260

W

280

290

300

310

320330

340 350

Extreme WindsCorresponding to a 50-year return period

0

5

10

15

20

25

30

35N

10 2030

40

50

60

70

80

E

100

110

120

130

140150

160170S

190200210

220

230

240

250

260

W

280

290

300

310

320330

340 350

Common WindsCorresponding to a 1-month return period

Reputation Resources

APP

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Documents

Draft Report – Tower A 2maslak1453yonetim.com/docs/wind-test/RUZGAR-TESTLERI-A2.pdfDESIGN WIND LOADS..... for Model Construction – Right Side Inside Front 2 – Roof Plan at Z