Draft Report – Tower B3 - Maslak 1453

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Agaogla Maslak EGYO Project Istanbul, Turkey

Draft Report – Tower B3

Cladding Pressures RWDI # 1300132 January 28, 2014

SUBMITTED TO

Murat Akbas [email protected]

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

Kisikli Cad. No.4 Sarkuysan Ak Plaza Altunizade-Uskudar

Istanbul t +90 216 651 85 80

SUBMITTED BY

Samantha Fowler Project Engineer

[email protected]

Matteo Pavarini Project Engineer

[email protected]

Gary Clarke Project Manager

[email protected]

Anton Davies Project Director

[email protected]

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Agaogla Maslak EGYO Project – Istanbul, Turkey Cladding Pressures – Tower B3 RWDI#1300132 January 28, 2014

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 ............... 3 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, B3 –

Front (Inside Wall) Figure 5: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, B3 –

Left Side, B3 – Right Side Figure 6: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, B3 –

Rear (Inside Wall) Figure 7: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, B3 –-

Front (External Wall) Figure 8: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, B3 –-

Rear (External Wall) Figure 9: Recommended Wind Loads for Cladding Design, Peak Negative Pressures, B3 –-

Roof Plan, Roof Plan at 2 KAT Figure 10: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, B3 –

Front (Inside Wall) Figure 11: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, B3 –

Left Side, B3 - Right Side Figure 12: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, B3 –

Rear (Inside Wall) Figure 13: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, B3 –

Front (External Wall) Figure 14: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, B3 –

Rear (External Wall) Figure 15: Recommended Wind Loads for Cladding Design, Peak Positive Pressures, B3 –

Roof Plan, Roof Plan at 2 KAT

Appendices Appendix A: Wind Tunnel Procedures

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Agaogla Maslak EGYO Project – Istanbul, Turkey Cladding Pressures – Tower B3 RWDI#1300132 January 28, 2014.

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 Agaogla 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 B3.

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 9 Figures 10 to 15

Range of Negative Pressures Range of Positive Pressures

-1.0 kPa to -2.5 kPa +1.0 kPa to +2.25 kPa

Selected Analysis Parameters: Internal Pressures +0.21 kPa, -0.21 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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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 670 pressure taps and was tested in the presence of all surroundings within a full-scale radius of 460 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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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 ±0.21 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 15 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 external wall fin features (figures 7, 8, 13 and 14). In these cases the local recommended pressures shown are differential pressures measured across the external walls.

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 -2.5 kPa, which occurred on the B3 Rear (External Wall) in Figure 8. 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 +2.25kPa, which occurred on the B3 Front (External Wall) in Figure 13. The majority of the positive wind loads were in the range of +1.0kPa to +1.25kPa.

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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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TABLES


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

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FIGURES

Wind Tunnel Study Model Tower B3 Agaogla Maslak EGYO Project – Istanbul, Turkey Project #1300132

Figure: 1

Date: January 28, 2014

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

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35N

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100

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140150

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190200210

220

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Extreme WindsCorresponding to a 50-year return period

0

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Common WindsCorresponding to a 1-month return period

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Draft Report – Tower B3 - Maslak 1453

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Transcript of Draft Report – Tower B3 - Maslak 1453