Post on 30-Jul-2020
Reputation Resources Results
Reputation Resources Results
Yapi Teknik Ins.San. Proje Ve Taah Ltd.Sti
This document is intended
Reputation Resources Results
murat.akbas@yapiteknikproje.com
Yapi Teknik Ins.San. Proje Ve Taah Ltd.StiKisikli Cad. No.4 Sarkuysan Ak Plaza
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® RWDI name and logo are registered trademarks in Canada and the Un
Reputation Resources Results
RWDI Anemos LtdUnit 4 Lawrence Industrial EstateLawrence WayDunstable, BedfordshireLU6 1BDUnited Kingdom Tel: +44 (0)1582 470250Fax: +44 (0)1582 470259
Draft
SUBMITTED TO
Murat Akbasmurat.akbas@yapiteknikproje.com
Yapi Teknik Ins.San. Proje Ve Taah Ltd.StiKisikli Cad. No.4 Sarkuysan Ak Plaza
AltunizadeIstanbul
t +90 216 651 85 80
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® RWDI name and logo are registered trademarks in Canada and the Un
Canada | USA | UK | India | China
RWDI Anemos Ltd Unit 4 Lawrence Industrial EstateLawrence Way Dunstable, BedfordshireLU6 1BD United Kingdom
+44 (0)1582 470250+44 (0)1582 470259
Agaogl
Draft
SUBMITTED TO
Murat Akbas murat.akbas@yapiteknikproje.com
Yapi Teknik Ins.San. Proje Ve Taah Ltd.Sti
Kisikli Cad. No.4 Sarkuysan Ak PlazaAltunizade-Uskudar
Istanbul 90 216 651 85 80
for the sole use of the party to whom it is addressed and may contain information that isprivileged and/or confidential. If you have received this in error, please notify us immediately.
® RWDI name and logo are registered trademarks in Canada and the Un
Canada | USA | UK | India | China
Unit 4 Lawrence Industrial Estate
Dunstable, Bedfordshire
+44 (0)1582 470250 +44 (0)1582 470259
Agaogla Maslak
Draft Report
Cladding PressuresNovember 12
SUBMITTED TO
murat.akbas@yapiteknikproje.com
Yapi Teknik Ins.San. Proje Ve Taah Ltd.StiKisikli Cad. No.4 Sarkuysan Ak Plaza
Uskudar
90 216 651 85 80
for the sole use of the party to whom it is addressed and may contain information that isprivileged and/or confidential. If you have received this in error, please notify us immediately.
® RWDI name and logo are registered trademarks in Canada and the Un
Canada | USA | UK | India | China
Unit 4 Lawrence Industrial Estate
Maslak Istanbul, Turkey
Report
Cladding PressuresRWDI #
November 12
murat.akbas@yapiteknikproje.com
Yapi Teknik Ins.San. Proje Ve Taah Ltd.Sti Kisikli Cad. No.4 Sarkuysan Ak Plaza
for the sole use of the party to whom it is addressed and may contain information that isprivileged and/or confidential. If you have received this in error, please notify us immediately.
® RWDI name and logo are registered trademarks in Canada and the Un
Canada | USA | UK | India | China
Maslak EGYOIstanbul, Turkey
Report – Tower A
Cladding PressuresRWDI # 1300132
November 12, 2013
for the sole use of the party to whom it is addressed and may contain information that isprivileged and/or confidential. If you have received this in error, please notify us immediately.
® RWDI name and logo are registered trademarks in Canada and the Un
Canada | USA | UK | India | China | Hong Kong | Singapore
EGYO ProjectIstanbul, Turkey
Tower A
Cladding Pressures1300132
, 2013
samantha.fowler@rwdi.com
matteo.pavarini@rwdi.com
gary.clarke@rwdi.com
anton.davies@rwdi.com
for the sole use of the party to whom it is addressed and may contain information that isprivileged and/or confidential. If you have received this in error, please notify us immediately.
® 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
samantha.fowler@rwdi.com
Matteo PavariniProject Engineer
matteo.pavarini@rwdi.com
Gary ClarkeProject Manager
gary.clarke@rwdi.com
Anton DaviesProject Director
anton.davies@rwdi.com
for the sole use of the party to whom it is addressed and may contain information that isprivileged and/or confidential. If you have received this in error, please notify us immediately.
ited States of America
| Hong Kong | Singapore
Project
Tower A2
SUBMITTED BY
Samantha FowlerProject Engineer
samantha.fowler@rwdi.com
Matteo PavariniProject Engineer
matteo.pavarini@rwdi.com
Gary Clarke Project Manager
gary.clarke@rwdi.com
Anton Davies Project Director
anton.davies@rwdi.com
for the sole use of the party to whom it is addressed and may contain information that is
| Hong Kong | Singapore
SUBMITTED BY
Samantha Fowler Engineer
samantha.fowler@rwdi.com
Matteo Pavarini Project Engineer
matteo.pavarini@rwdi.com
Project Manager
gary.clarke@rwdi.com
Project Director
anton.davies@rwdi.com
www.rwdi.comwww.rwdi.comwww.rwdi.com
Reputation Resources Results
Reputation Resources Results
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:
Reputation Resources Results
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:
Reputation Resources Results
Agaogla Maslak EGYO Project Cladding PressuresRWDI#1300132November 12, 2013.
TABLE OF CONTENTSINTRODUCTION ................................
WIND TUNNEL TESTS
Study Model and Surroundings
Upwind Profiles
WIND CLIMATE ................................
DETERMINING CLADDING
RECOMMENDED CLADDING
APPLICABILITY OF RES
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
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Agaogla Maslak EGYO Project Cladding Pressures
1300132 November 12, 2013.
TABLE OF CONTENTS................................
WIND TUNNEL TESTS ................................
Study Model and Surroundings
Upwind Profiles ................................
................................
DETERMINING CLADDING
RECOMMENDED CLADDING
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
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Agaogla Maslak EGYO Project – Tower A2
November 12, 2013.
TABLE OF CONTENTS ................................
................................
Study Model and Surroundings
................................
................................
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,
Wind Tunnel Procedures
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Agaogla Maslak EGYO Project – Istanbul, TurkeyTower A2
................................................................
................................................................
Study Model and Surroundings ................................
................................................................
................................................................
WIND LOADS FROM WIND
DESIGN WIND LOADS
................................
................................
................................................................
for Model Construction
Wind Tunnel Study Model
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,
Wind Tunnel Procedures
Canada | USA | UK | India | China
Istanbul, Turkey
................................
................................
................................
................................
................................
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,
Recommended 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
Recommended Wind Loads for Cladding Design, Peak
ds for Cladding Design, Peak Positive Pressures,
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, 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,
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
ds for Cladding Design, Peak Positive Pressures,
Recommended Wind Loads for Cladding Design, Peak Positive Pressures,
Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2
Recommended Wind Loads for Cladding Design, Peak Positive Pressures, 2 – Soffit Plan
| Hong Kong | Singapore
................................
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TUNNEL TEST RESULTS
................................
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Recommended Wind Loads for Cladding Design, Peak Negative Pressures,
Recommended Wind Loads for Cladding Design, Peak Negative Pressures,
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, Soffit Plan
Recommended Wind Loads for Cladding Design, Peak Positive
ds for Cladding Design, Peak Positive Pressures,
Recommended Wind Loads for Cladding Design, Peak Positive Pressures,
Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2
Recommended Wind Loads for Cladding Design, Peak Positive Pressures, Soffit Plan
| Hong Kong | Singapore
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TUNNEL TEST RESULTS
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Recommended Wind Loads for Cladding Design, Peak Negative Pressures,
Recommended Wind Loads for Cladding Design, Peak Negative Pressures,
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,
Positive Pressures,
ds for Cladding Design, Peak Positive Pressures,
Recommended Wind Loads for Cladding Design, Peak Positive Pressures,
Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2
Recommended Wind Loads for Cladding Design, Peak Positive Pressures,
| Hong Kong | Singapore
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TUNNEL TEST RESULTS ..............
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Recommended Wind Loads for Cladding Design, Peak Negative Pressures,
Recommended Wind Loads for Cladding Design, Peak Negative Pressures,
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,
Pressures,
ds for Cladding Design, Peak Positive Pressures,
Recommended Wind Loads for Cladding Design, Peak Positive Pressures,
Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2
Recommended Wind Loads for Cladding Design, Peak Positive Pressures,
www.rwdi.com
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Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 –
Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 –
Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 –
Recommended Wind Loads for Cladding Design, Peak Negative Pressures, A2 –
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 –
Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2 –
Recommended Wind Loads for Cladding Design, Peak Positive Pressures, A2 –
www.rwdi.com
www.rwdi.com
Reputation Resources Results
Reputation Resources Results
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
Reputation Resources Results
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
The following table summarizes relevant information about the design team, results of the study and the governing parameters:
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
Reputation Resources Results
Agaogla Maslak EGYO Project Cladding PressuresRWDI#1300132November 12, 2013.
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
The following table summarizes relevant information about the design team, results of the study and the governing parameters:
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.
Canada | USA | UK | India |
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.
The following table summarizes relevant information about the design team, results of the study and the governing parameters:
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.
Canada | USA | UK | India |
Agaogla Maslak EGYO Project – Tower A2
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
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.
Canada | USA | UK | India |
Agaogla Maslak EGYO Project – Istanbul, TurkeyTower A2
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
The following table summarizes relevant information about the design team, results of the study and
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.
Canada | USA | UK | India | China
Istanbul, Turkey
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
The following table summarizes relevant information about the design team, results of the study and
Leach Rhodes Walker Architects
Figures 4 to Figures -1.0 kPa +1.0 kPa to +1.75
+0.19 kPa, 36m/s 31.0
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.
China | Hong Kong | Singapore
Rowan Williams Davies & Irwin Inc. (RWDI) was retained by Yapi TeknikProject in Istanbul, Turkey. The Agaoglu Maslak
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
Leach Rhodes Walker Architects
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 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 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
| Hong Kong | Singapore
Teknik to study the wind loading on The Agaoglu Maslak
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
Leach Rhodes Walker Architects
kPa kPa
kPa second Gust Speed at
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
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 -
| Hong Kong | Singapore
to study the wind loading on The Agaoglu Maslak
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
Leach Rhodes Walker Architects
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
| Hong Kong | Singapore
to study the wind loading on The Agaoglu Maslak EGYO Project is
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
in open terrain
Chapter 31 of the ASCE The 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
www.rwdi.com
Page 1
to study the wind loading on Project is
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
of the ASCE The 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
www.rwdi.com
to study the wind loading on Project is
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
of the ASCE The 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
www.rwdi.com
Reputation Resources Results
Reputation Resources Results
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
Reputation Resources Results
WIND TUNNEL TESTS
Study Model and Surroundings
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
Reputation Resources Results
Agaogla Maslak EGYO Project Cladding PressuresRWDI#1300132November 12, 2013.
WIND TUNNEL TESTS
Study Model and Surroundings
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
Canada | USA | UK | India |
Agaogla Maslak EGYO Project ing Pressures
1300132 November 12, 2013.
WIND TUNNEL TESTS
Study Model and Surroundings
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
in the TS498 Turkish Standard.
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
Canada | USA | UK | India |
Agaogla Maslak EGYO Project – Tower A2
November 12, 2013.
WIND TUNNEL TESTS
Study Model and Surroundings
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 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
in the TS498 Turkish Standard.
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
Canada | USA | UK | India |
Agaogla Maslak EGYO Project – Istanbul, TurkeyTower A2
WIND TUNNEL TESTS
Study Model and Surroundings
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 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
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 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
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
in the TS498 Turkish Standard.
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
Canada | USA | UK | India | China
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
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 terrain or water beyond.
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
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.
data set as a function of return period.
China | Hong Kong | Singapore
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
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
water beyond.
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
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.
d.
| Hong Kong | Singapore
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.
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
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,
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
The upper two plots show, based on the wind climate model, the strength of the wind versus wind direction.
| Hong Kong | Singapore
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
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 upwind terrain conditions. Wind direction is defined as the direction from which the wind blows, measured clockwise from true
Wind Directions (Inclusive)
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,
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
The upper two plots show, based on the wind climate model, the strength of the wind versus wind direction. The lower plot shows the
| Hong Kong | Singapore
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
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 nd terrain conditions.
Wind direction is defined as the direction from which the wind blows, measured clockwise from true
Wind Directions (Inclusive)
to 360°
ction of return period, the wind tunnel data were combined with a statistical model of the local wind climate. The wind
Ataturk International Airport,
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
www.rwdi.com
Page 2
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
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 nd terrain conditions.
Wind direction is defined as the direction from which the wind blows, measured clockwise from true
Wind Directions (Inclusive)
ction of return period, the wind tunnel data were combined with a statistical model of the local wind climate. The wind
Ataturk International Airport,
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
www.rwdi.com
A 1:400 scale model of the proposed development was constructed using the architectural drawings was tested in the
2.0 m boundary
An
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 nd terrain conditions.
Wind direction is defined as the direction from which the wind blows, measured clockwise from true
ction of return period, the wind tunnel data were combined with a statistical model of the local wind climate. The wind
Ataturk International Airport,
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
www.rwdi.com
Reputation Resources Results
Reputation Resources Results
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
Reputation Resources Results
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
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.
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
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 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
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 11. The majority of the positive wind loads were
Reputation Resources Results
Agaogla Maslak EGYO Project Cladding PressuresRWDI#1300132November 12, 2013.
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 leakage 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 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.
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
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.
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
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 various locations across the building facadethe negative wind loads were cladding wind load was +
. The majority of the positive wind loads were
Canada | USA | UK | India |
Agaogla Maslak EGYO Project ing Pressures
1300132 November 12, 2013.
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.
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.
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
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
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.
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
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
. The majority of the positive wind loads were
Canada | USA | UK | India |
Agaogla Maslak EGYO Project – Tower A2
November 12, 2013.
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.
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
were ±0.19consideration 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
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
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
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 facadein the range of kPa, which occurred on t
. The majority of the positive wind loads were
Canada | USA | UK | India |
Agaogla Maslak EGYO Project – Istanbul, TurkeyTower A2
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).
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
±0.19 kPa. 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
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
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
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
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 facadein the range of -1.0kPa, which occurred on t
. The majority of the positive wind loads were
Canada | USA | UK | India | China
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).
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
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
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
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.
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
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
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 facade0kPa to -1.5
kPa, which occurred on the . The majority of the positive wind loads were in the range of +1.0
China | Hong Kong | Singapore
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).
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.
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
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 pressure. Likewise, the net peak positive pressures were obtained by augmenting the exterior positive pressure by an amount equal to the
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
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
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
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
"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 facade (Figure1.5kPa. The largest recommended positive
he Right Side (Figure 10in the range of +1.0
| Hong Kong | Singapore
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).
, 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
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
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 ure. Likewise, the net peak positive
pressures were obtained by augmenting the exterior positive pressure by an amount equal to the
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
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
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
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
"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
(Figures 4, 6 and 8kPa. The largest recommended positive
Right Side (Figure 10in the range of +1.0kPa to +
| Hong Kong | Singapore
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).
, 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
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
Note that this allowance doesn’t include any
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
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
DESIGN WIND LOADS be consid.25 kPa increments so that
the pressure indicated is the maximum pressure in that particular zone. For example, a
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
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
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
"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
s 4, 6 and 8). The majority of kPa. The largest recommended positive
Right Side (Figure 10) and on kPa to +1.5
| Hong Kong | Singapore
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).
, 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
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
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
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
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
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
"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
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 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
ce doesn’t include any
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
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
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
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
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
"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and -2.0 kPa,
). The majority of kPa. The largest recommended positive
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
ce doesn’t include any
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
anopies, the net pressure acting on the element was determined by measuring the instantaneous pressure difference
kPa increments so that kPa zone
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
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
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
"Negative pressure" or suction is defined to act outward normal to the building's exterior surface and a,
). The majority of kPa. The largest recommended positive
Surface 1 in
www.rwdi.com
Reputation Resources Results
Reputation Resources Results
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.
Reputation Resources Results
APPLICABILITY OF RES
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.
Reputation Resources Results
Agaogla Maslak EGYO Project Cladding PressuresRWDI#1300132November 12, 2013.
APPLICABILITY OF RES
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.
Canada | USA | UK | India |
Agaogla Maslak EGYO Project ing Pressures
1300132 November 12, 2013.
APPLICABILITY OF RES
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.
Canada | USA | UK | India |
Agaogla Maslak EGYO Project – Tower A2
November 12, 2013.
APPLICABILITY OF RES
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 ±1.0
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.
Canada | USA | UK | India |
Agaogla Maslak EGYO Project – Istanbul, TurkeyTower A2
APPLICABILITY OF RES
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.
Canada | USA | UK | India | China
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.
China | Hong Kong | Singapore
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
| Hong Kong | Singapore
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, 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
| Hong Kong | Singapore
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, 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
| Hong Kong | Singapore
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, 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
www.rwdi.com
Page 4
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, 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
www.rwdi.com
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, 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
www.rwdi.com
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ÌßÞÞÔÛÍ
Reputation
Reputation 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 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
Canada | USA | UK | India | China
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
Canada | USA | UK | India | China
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-10
AgaogluAyazaga-10
Canada | USA | UK | India | China
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.
Canada | USA | UK | India | China
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
| Hong Kong | Singapore
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
| Hong Kong | Singapore
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
Date Received
| Hong Kong | Singapore
Page
EL CONSTRUCTIONLeach Rhodes Walker Architects
Agaogla Maslak EGYO Project. 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
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
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Wind Tunnel Study ModelTower A Agaogl
Wind Tunnel Study ModelTower A2
Agaogla Maslak EGYO Project
Wind Tunnel Study Model
Maslak EGYO Project
Wind Tunnel Study Model
Maslak EGYO Project – Istanbul, Turkey
Wind Tunnel Study Model
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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