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Reputation Resources Results
Reputation Resources Results
Yapi Teknik Ins.San. Proje Ve Taah Ltd.Sti
Reputation Resources Results
Yapi Teknik Ins.San. Proje Ve Taah Ltd.StiKisikli Cad. No.4 Sarkuysan Ak Plaza
This document is intended for
® RWDI name and logo are registered trademarks in Canada and the United
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 [email protected]
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 United
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
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SUBMITTED TO
Murat Akbas [email protected]
Yapi Teknik Ins.San. Proje Ve Taah Ltd.Sti
Kisikli Cad. No.4 Sarkuysan Ak PlazaAltunizade-Uskudar
Istanbul 90 216 651 85 80
This document is intended 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
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 PressuresDecember 18
SUBMITTED TO
Yapi Teknik Ins.San. Proje Ve Taah Ltd.StiKisikli Cad. No.4 Sarkuysan Ak Plaza
Uskudar
90 216 651 85 80
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
Canada | USA | UK | India | China
Unit 4 Lawrence Industrial Estate
Maslak Istanbul, Turkey
Report
Cladding PressuresRWDI #
December 18
Yapi Teknik Ins.San. Proje Ve Taah Ltd.Sti Kisikli Cad. No.4 Sarkuysan Ak Plaza
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
Canada | USA | UK | India | China
Maslak EGYOIstanbul, Turkey
Report – Tower
Cladding PressuresRWDI # 1300132
December 18, 2013
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
Canada | USA | UK | India | China | Hong Kong | Singapore
EGYO ProjectIstanbul, Turkey
Tower
Cladding Pressures1300132
, 2013
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
| Hong Kong | Singapore
Project
Tower C
Cladding Pressures
SUBMITTED BY
Samantha FowlerProject
Matteo PavariniProject Engineer
Gary ClarkeProject Manager
Anton DaviesProject Director
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
C8
SUBMITTED BY
Samantha FowlerProject Engineer
Matteo PavariniProject Engineer
Gary Clarke Project Manager
Anton Davies Project Director
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.
States of America
| Hong Kong | Singapore
SUBMITTED BY
Samantha Fowler Engineer
Matteo Pavarini Project Engineer
Project Manager
Project Director
the sole use of the party to whom it is addressed and may contain information that is
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Reputation Resources Results Canada | USA | UK | India | China | Hong Kong | Singapore www.rwdi.com
Agaogla Maslak EGYO Project – Istanbul, Turkey Cladding Pressures – Tower C8 RWDI#1300132 December 18, 2013.
TABLE OF CONTENTS 1. INTRODUCTION ......................................................................................................................... 1 2. WIND TUNNEL TESTS ............................................................................................................... 2
2.1 Study Model and Surroundings ........................................................................................... 2
2.2 Upwind Profiles .................................................................................................................... 2
3. WIND CLIMATE .......................................................................................................................... 2 4. DETERMINING CLADDING WIND LOADS FROM WIND TUNNEL TEST RESULTS .............. 2 5. RECOMMENDED CLADDING DESIGN WIND LOADS ............................................................. 3 6. APPLICABILITY OF RESULTS .................................................................................................. 4
6.1 The Proximity Model ............................................................................................................ 4
6.2 Study Model ......................................................................................................................... 4
Tables Table 1: Drawing List for Model Construction
Figures Figure 1: Wind Tunnel Study Model Figure 2: Site Plan Figure 3: Directional Distribution of Local Wind Speeds Figure 4: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, C8 –
Front (Inside Wall) Figure 5: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, C8 –
Right Side, C8 – Left Side Figure 6: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, C8 –
Rear (Inside Wall) Figure 7: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, C8 –
Front (External Wall), C8 – Rear (External Wall) Figure 8: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, C8 –
Roof Plan, C8 – Roof Plan at 2 KAT Figure 9: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, C8 –
Front (Inside Wall) Figure 10: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, C8 –
Right Side, C8 – Left Side Figure 11: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, C8 –
Rear (Inside Wall) Figure 12: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, C8 –
Front (External Wall), Rear (External Wall) Figure 13: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, C8 –
Roof Plan, C8 – Roof Plan at 2 KAT
Appendices Appendix A: Wind Tunnel Procedures
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Agaogla Maslak EGYO Project – Istanbul, Turkey Cladding Pressures – Tower C8 RWDI#1300132 December 18, 2013.
Page 1
1. INTRODUCTION Rowan Williams Davies & Irwin Inc. (RWDI) was retained by Yapi Teknik to study the wind loading on the proposed Agaogla Maslak EGYO Project in Istanbul, Turkey. The Agaoglu Maslak EGYO Project is a multi-tower development comprised of four phases, with hotel, residential, office, retail and conference facilities. The objective of this study was to determine the wind loads for design of the exterior envelope of tower C8.
The following table summarizes relevant information about the design team, results of the study and the governing parameters:
Project Details: Architect Leach Rhodes Walker Architects Key Results and Recommendations: Recommended Cladding Design Wind Loads
Negative Pressures Positive Pressures
Figures 4 to 8 Figures 9 to 13
Range of Negative Pressures Range of Positive Pressures
-1.0 kPa to -1.5 kPa +1.0 kPa to +1.75 kPa
Selected Analysis Parameters: Internal Pressures +0.17 kPa, -0.17 kPa Basic Wind Speed per FBC 2001 36m/s 3-second Gust Speed at 10m in open terrain Importance Factor on Wind Speed 1.0
The wind tunnel test procedures met or exceeded the requirements set out in Chapter 31 of the ASCE 7-10 Standard. 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 - Wind Tunnel Studies for Buildings (RD2-2000.1), which is available upon request.
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Agaogla Maslak EGYO Project – Istanbul, Turkey Cladding Pressures – Tower C8 RWDI#1300132 December 18, 2013.
Page 2
2. WIND TUNNEL TESTS
2.1 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 408 pressure taps and was tested in the presence of all surroundings within a full-scale radius of 480 m, in RWDI’s 2.4 m × 2.0 m boundary layer wind tunnel facility in Dunstable, Bedfordshire.
Photographs of the scale model in the boundary layer wind tunnel are shown in Figure 1. An orientation plan showing the location of the study site is given in Figure 2.
2.2 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 upwind terrain conditions. Wind direction is defined as the direction from which the wind blows, measured clockwise from true north.
Upwind Terrain Wind Directions (Inclusive)
Urban/Suburban terrain – varying lengths of suburban and urban fetch immediately upwind of the surrounding model, with open terrain or water beyond.
10° to 360°
3. WIND CLIMATE In order to predict the full-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 climate model was based on local surface wind measurements taken at Ataturk International Airport, Istanbul.
The magnitude of the wind velocity for the 50 year return period corresponded to a 3-second gust wind speed of 36m/s at a height of 10 m in open terrain. This value is consistent with that identified for Istanbul in the TS498 Turkish Standard.
The wind climate for Istanbul is illustrated by the plots in Figure 3. The upper two plots show, based on the wind climate model, the strength of the wind versus wind direction. The lower plot shows the wind speeds from the data set as a function of return period.
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Agaogla Maslak EGYO Project – Istanbul, Turkey Cladding Pressures – Tower C8 RWDI#1300132 December 18, 2013.
Page 3
4. DETERMINING CLADDING WIND LOADS FROM WIND TUNNEL 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 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).
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. Important sources of air leakage include uniformly distributed small leakage paths over the building’s envelope.
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 pressure allowance values were ±0.17 kPa. Note that this allowance doesn’t include any 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 pressure. Likewise, the net peak positive pressures 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 canopies, the net pressure acting on the element was determined by measuring the instantaneous pressure difference across the element.
5. RECOMMENDED CLADDING DESIGN WIND LOADS It is recommended that the wind loads presented in Figures 4 through 13 be considered for the 50-year return period. The drawings in these figures have been zoned using 0.25 kPa increments so that the pressure indicated is the maximum pressure in that particular zone. For example, a 1.5 kPa zone would have pressures ranging from 1.26 kPa to 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 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 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 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 -1.5 kPa, which occurred on the C8 Front, C8 Left Side and on the Roof Plan (Figure 4, Figure 5 and Figure 8, respectively). The majority of the negative wind loads were in the range of -1.0kPa to -1.25kPa. The largest recommended positive cladding wind load was +1.75kPa, which occurred on the Front External Wall (Figure 12). The majority of the positive wind loads were in the range of +1.0kPa to +1.5kPa.
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Agaogla Maslak EGYO Project – Istanbul, Turkey Cladding Pressures – Tower C8 RWDI#1300132 December 18, 2013.
Page 4
6. APPLICABILITY OF RESULTS
6.1 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 current state of development at the time of testing and 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 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 ±1.0kPa.
6.2 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 1. Should there be any design changes that deviate substantially from the above 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.
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Page 1 of 1
TABLE 1: DRAWING LIST FOR MODEL CONSTRUCTION
The drawings and information listed below were received from Leach Rhodes Walker Architects and were used to construct the scale model of the proposed Agaogla Maslak EGYO Project. Should there 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 that RWDI be contacted and requested to review their potential effects on wind conditions.
File Name File Type Date Received
AgaogluAyazaga-10 .dwg 13/01/03
AgaogluAyazaga-10 .skp 13/01/03
Wind Tunnel Study ModelTower Agaogl
Wind Tunnel Study ModelTower C8
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: December 18
1
December 18, 2013
1
, 2013
Directional 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
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