storefront design and approval · 1/31/2016 · to assist tenants with the design of their...

Bulletin Updated: 1.31.2016

The

Brickell City Centre (BCC) is an open‐air facility located within the high‐velocity hurricane zone (HVHZ). As such, tenant storefront design and construction (including signage) must comply with Florida’s unique requirements relative to hurricane resistance, including the use of Miami‐Dade Notice of Acceptance (NOA) approved products and design. To assist tenants with the design of their storefront the Landlord has commissioned the services of IBA, Inc. (Innovative Building and Architectural Consultants) who have identified seven (7) storefront glazing systems that are considered “pre‐approved” for use at BCC. Tenants are encouraged to select one of the seven systems as their storefront glazing and to incorporate said system into their overall storefront design. These seven (7) systems are described in the attached Exhibit A.

Tenants are also permitted to select an alternate storefront glazing system beyond those described in Exhibit A. An alternate system must have a valid Miami‐Dade NOA and / or a current Florida Product Approval Document (PAD), be structurally capable of supporting the configurations and design intent of BCC, and should meet or exceed the Design Pressure (DP) loads shown on the wind tunnel study prepared for BCC at the specific unit location for that particular Tenant (see Exhibit B).

Whether one of the seven (7) pre‐approved systems is selected, or an alternate NOA / PAD system is chosen, the Tenant is required to include the appropriate Miami‐Dade NOA approval documentation on their final plans / construction documents that are submitted for permit review / approval. NOTE: The NOA documentation should be copied and pasted and included as a separate sheet(s) of the Tenant’s final construction documents submitted for permit.

Storefront Design

Storefronts are to be designed by the Tenant’s architect / engineer in accordance with the wind

load and airborne debris protection requirements as specified by applicable codes as well as the

specific wind tunnel study prepared for BCC (see Exhibit B – RWDI Brickell City Centre Final

Cladding Wind Load Report). The RWDI report should be used to confirm design loads, which

generally include the following:

i. Levels 1 thru 3 of all BCC Blocks (North, East, West) have maximum storefront heights of

12 feet, with design wind pressure at 70 psf. Based on BCC structural design the

storefront header at these locations is capable of supporting 420 pounds per lineal foot.

Storefront Design and Approval Brickell City Centre

Bulletin Updated: 1.31.2016

ii. Level 4 of BCC West Block has a maximum storefront height of 17 feet, with design wind

pressure at 70 psf. Based on BCC structural design the storefront header at this location

is capable of supporting 595 pounds per lineal foot.

(Note that these wind pressures correlate with Florida Building Code 2007 (ASCE 7‐05)

wind speeds and load combinations. It is not permissible to use these loads with later

versions of these codes.)

Confirmed via email on 12/23/15 by Steven McCray, PE / Magnusson Klemencic Associates

Furthermore, the storefront glazing assembly and installation shall prevent water penetration

into the storefront wall cavity and / or tenant space as the result of high impact precipitation

and water saturation. Use of commercial grade adhesives and sealants designed specifically for

high wind load structural components and assembly applications (and in accordance with

glazing system manufacturer’s recommendations) is required.

A fully engineered storefront design is required to be shown on tenant’s construction

documents for review and approval in order for a building permit to be issued. Tenant’s

construction documents should identify the specific storefront glazing system being used

including applicable NOA / PAD documentation. Storefront elevations should show the specific

glazing system in terms of mullion placement in accordance with manufacturers requirements

based on the wind loads at the specific unit location. Appropriate structural drawings and

details must be included relating to the storefront design.

Storefront Approval Prior to installation of the storefront Tenant’s contractor and / or architect are to submit storefront Shop Drawings via e‐Builder to Landlord’s glazing consultant ‐ IBA ‐ to have the full glazing system / storefront approved and certified for installation. Shop drawing submittal should include the information identified on the attached Exhibit C. All required shop drawings and materials identified in Exhibit C should be uploaded to Landlord’s e‐Builder (which Tenant / Tenant’s architect has established through the BCC Permitting Process). Primary contact for e‐Builder access is:

Marlene Nout, Senior Tenant Coordinator, Swire Properties Inc., Tel: 305‐371‐6888 (office), email: [email protected]

It is anticipated that receipt of Tenant’s storefront glazing system will have a long lead time.

Field measurements and ordering of storefront glazing should be scheduled by the Tenant’s

architect and / or contractor as soon as possible. Tenant’s construction schedule should

specifically account for field measuring, ordering lead times, and installation.

I N N O V A T I V E B U I L D I N G A N D A R C H I T E C T U R E C O N S U L T A N T S

July 15, 2015 Revised on November 30, 2015 Ms. Graciela Escalante Senior Project Manager Swire Properties 799 Brickell Plaza, Suite 802 Miami, Florida 33131 Subject: Brickell Citi Centre Portal Tenants Product Catalog Revised as per SIMON property on November 30, 2015. Dear Ms. Escalante:

Based in our meeting with Swire Properties, in regards to the portal tenants space exterior enclosure; IBA offer the following comments and recommendations based on our review of the potential glazing systems to be used for these areas.

Executive Summary IBA reviewed seven glazing system alternatives proposed for the subject project in accordance with the project Specification, the requirements of the Florida Building Code and the architectural drawings prepared by Arquitectonica. IBA considered seven options from different windows and doors fabricators, as follows:

1. NOVUM Structures LLC.; www.novumstructures.com (Refer to Appendix “A”) 2. NR Windows; www.nrwindows.com (Refer to Appendix “B”) 3. ENVIRALUM Industries Inc.; www.enviralum.com (Refer to Appendix “C”) 4. Crawford-Tracy Corporation.; www.crawfordtracy.com (Refer to Appendix “D”) 5. ES Windows.; www.energiasolarsa.com (Refer to Appendix “E”) 6. KAWNEER Company Inc.; www.kawneer.com (Refer to Appendix “F”) 7. EPSYLON USA Inc.; www.epsylon.ca (Refer to Appendix “G”)

Based on the project Specifications and the Florida Building Code requirements; a summarized description of the systems is listed on the attached chart. All the recommended systems were selected based on compliance with the following criteria:

• Notice of Acceptance (NOA). Any selected product should possess a valid and current NOA capable of supporting the configurations and design intend requirements for the project without deviations; using as reference the structural considerations governing the glass sizes and pressure limitations inherent to each system. A valid alternated should provide a current Florida Product Approval Document (PAD).

• Wind Design Loads. The selection of any given system should be based on the wind tunnel study prepared for the project. Each of the listed systems is rated for a higher design pressure (DP) than those obtained on the wind tunnel study.

http://www.novumstructures.com/

http://www.nrwindows.com/

http://www.enviralum.com/

http://www.crawfordtracy.com/

http://www.energiasolarsa.com/

http://www.kawneer.com/

http://www.epsylon.ca/

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EXHIBIT A

Brickell Citi Centre Tenant Portals Glazing System Products R1 July 15, 2015 Revised on November 30, 2015 Page 2 of 24

I B A C O N S U L T A N T S , I N C . - M I A M I

7 1 0 4 N . W . 5 1 S T S T R E E T l M I A M I , F L O R I D A 3 3 1 6 6

P : 3 0 5 . 5 9 4 . 8 9 5 0 l F : 3 0 5 . 5 9 3 . 0 6 1 7 l W W W . I B A C O N S U L T A N T S . C O M

• Water penetration resistance. IBA recommends the threshold for this parameter be established in accordance with the TAS 201 which dictates the water penetration resistance pressure of the systems based on its design pressures. IBA recommends a water infiltration resistance corresponding to the 15% of the highest design pressure or 15 PSF, whichever is greater. Note that this is not a Florida Building Code requirement. However, IBA makes this recommendation as tenants typically expect windows and doors that are “hurricane resistant” will not allow water infiltration during a normal or tropical wind driven rain events. The 15 PSF requires the design to resist water infiltration intrusion up to a 77 MPH wind. IBA recommends the specifications reflect this requirement, in the event of any conflicts with the Specification; the project Specification should govern, unless a more stringent requirement is defined by the Architect of Record or the Owner.

• Thermal Glass Performance. The glass performance of the glass takes in to account parameters such as, U-Value, Solar Heat Gain Coefficient (SHGC), visible light Transmittance, etc. The project glass can be is laminated with the performance criteria as required under the prevailing building code.





Additional Systems

• Exterior Wall Enclosure

For the temporary exterior closure IBA recommends considering the use of a light gauge steel stud framing with plywood sheathing, weather barrier, and stucco over metal lath. As per Florida Building Code Section 1626.4 “Construction Assemblies Deemed to Comply with Section 1626” impact test for wind-borne debris are the exterior frame walls and roofs constructed in accordance with Chapter 22 (High-Velocity Hurricane Zones) of the code sheathed with a minimum 24-gage rib deck type material and clad with an approved wall finish; Such as, plywood sheathing with metal lath. No NOA will be required for the temporary assembly if designed with the minimum requirements for exterior walls as noted on the FBC Chapter 14.

• Temporary Hollow Metal Doors

IBA recommends the use of impact rated steel doors as manufactured by DORMA Series 9300 or STEELCRAFT H Series ; NOA No. 11-0406.02 and 13-1217.18 respectably.

Please do not hesitate to call me at 305-525-6110 should you have any questions or concerns regarding the above items.

Respectfully submitted by, Javier Hernandez Project Consultant IBA Consultants, Inc.

The information contained herein has been prepared subject to the terms and conditions of an Agreement and is not intended for use by any recipient other than the party to the aforesaid Agreement. IBA Consultants, Inc. is not the Engineer or Architect of Record. Accordingly, IBA Consultants, Inc., its affiliates, agents, representatives and assigns do not make any representations or warranties of any kind, express or implied, about the completeness, accuracy, reliability, or suitability of the statements, conclusions, information, products, services, or related graphics, charts, tabulations or photographs contained herein for any purpose whatsoever other than that which is contained within the aforesaid Agreement. Any reliance that the recipient places on such information is therefore strictly at the recipients own risk. In no event will IBA Consultants, Inc., its affiliates, agents, representatives and assigns be liable for any loss or damage including without limitation, indirect or consequential loss or damage, or any loss or damage whatsoever arising from, out of, or in connection with, the use of the materials contained herein by any recipient of this information who is not a party to the aforesaid Agreement.

http://ecodes.cyberregs.com/cgi-exe/cpage.dll?pg=x&rp=/pseudo.htm&sid=2015120115142268455&aph=0&cid=iccf&uid=icsc0418&clrA=005596&clrV=005596&clrX=005596&ref=/indx/ST/fl/st/b200v07/st_fl_st_b200v07_16.htm&pseudo=UN1%2C%2CST%2CSTF2008090814423341300%2C%2C

http://ecodes.cyberregs.com/cgi-exe/cpage.dll?pg=x&rp=/pseudo.htm&sid=2015120115142268455&aph=0&cid=iccf&uid=icsc0418&clrA=005596&clrV=005596&clrX=005596&ref=/indx/ST/fl/st/b200v07/st_fl_st_b200v07_16.htm&pseudo=UN1%2C%2CST%2CSTF2008090814423341300%2C%2C





Appendix “A” NOVUM Structures

1. This system currently shows a Notice of Acceptance (NOA) under the Miami Dade Product Control Division:

a. Series HG01Vertical PSG, Point Supported Glass Wall System, LMI, NOA No. 11-0412.06 (PD: +/-133 PSF)

b. Maximum span of 240” using a steel framing designed to receive the imposed load that is not part of the Notice of Acceptance.

c. The maximum glass module tested is 81inch x 81inch using glass configuration noted above on item a.

2. The maximum design pressures are indicated, using two or three lites of fully tempered glass; impact rated laminated glass with 0.090 or 0.060 thick Sentry Glass Plus (SGP) interlayer respectively.

3. The glass units are attached by means of rotules connected to a steel framing system. The rotule system is made of Stainless steel 316SS series.

4. Refer to attached photographs 01 and 02 for illustration.





Photograph 01

NOVUM Point Supported Glass Façade Detail. MCM Center, Aria Resort & Casino, Las Vegas, NV.





Photograph 02

NOVUM Point Supported Glass Façade. MCM Center, Aria Resort & Casino, Las Vegas, NV.





Appendix “B”

NR Windows

1. This manufacturer currently shows several Notice of Acceptance (NOA) under the Miami Dade Product Control Division, however we have listed two potential products to be used for the project:

a. Series Point Supported Glass Aluminum Curtain Wall System, LMI, NOA No. 12-0330.03 (DP: +/-128 PSF)

b. Series “6000” Aluminum Window Wall, LMI, NOA No. 13-0212.11 (PD: +120/-140 PSF)

2. Similar to NOVUM point supported glass, the system provides a 5/8 inch Impact rated laminated glass with 0.180 thick Sentry Glass Ionoplast interlayer.

3. The glass modulation can be either 52 inch x 48 inch with four point support; or 42 inch x 62 inch with six point support configuration and can span as much as permitted by the steel support.

4. The glass units are attached by means of rotules connected to a steel framing system. The rotule system is made of Stainless steel 316SS series. The system offers to types of rotules; 5/8 icnh x 3/8 inch with internal spring and 7/8 inch x 5/16 inch wit external spring.

5. Refer to attached photographs 03 and 04 for illustration purposes.

6. The series 6000 is comprised of a glass captured aluminum frame, inside glazed. The maximum design pressures are indicated, using an impact rated laminated glass with 0.090 Sentry Glass Plus (SGP) interlayer.

7. Maximum span for the system is 120”, with a maximum glass modulation of 57”x 113” without requiring intermediate horizontals.

8. The system is only anchored at head and sill, and no mechanical connection is required for the jambs.





Photograph 03

NR Window Point Supported Glass Façade and skylight. Miami Intermodal Center Orange Line, Miami, FL .





Photograph 04 NR Window Point Supported Glass Façade and skylight.

Miami Intermodal Center Orange Line, Miami, FL .





Appendix “C”

ENVIRALUM

1. ENVIRALUM currently shows several current Notice of Acceptance (NOA) under the Miami Dade Product Control Division that are unitized curtain wall system; below a potential window wall and door to be used for the project:

Series ENV-350 Outswing Aluminum Entrance Door, LMI, NOA No. 15-0423.04 (DP: +/-100 PSF) Series ENV-450 Aluminum Window Wall, LMI, NOA No. 12-1003.01 (DP: +100/-131 PSF)

2. The systems provide both glass configurations, insulated/laminated and laminated only. The laminated glass is 9/16 inch Impact rated glass with 0.090 thick PVB interlayer or 0.090 SGP by Dupont. The insulated/laminated glass is 1-5/16 inch with ½ inch air space and 0.090 thick Sentry Glass Plus (SGP) or PVB interlayer.

3. The window wall is a four sided, single span, pressure captured, inside glazed. The glass caps will be installed both vertically and horizontally.

4. The maximum allowable span achievable would be 144 inch, considering maximum glass modules of 48 inch x 144 inch taking into account the maximum design pressure +/-65 PSF. To achieve the maximum design pressure noted on item 1 above, the unit module will need to be reduced to 30 inch x 120 inch.






Photograph 05

ENVIRALUM ENV-450 Window Wall Manufacturer Photograph





Photograph 06

ENVIRALUM ENV-450, ENV-350 Window Wall and Entrance Door Manufacturer Photograph





Appendix “D” CRAWFORD-TRACY

1. Crawford-Tracy currently shows a current Notice of Acceptance (NOA) under the Miami Dade Product Control Division designated as Window wall systems the system allows for window wall, storefront and punched window configurations appropriate to be used for the project:

Series Pro-Tech 45SG Aluminum Window Wall, LMI, NOA No. 12-0223.38 (DP: +/-100 PSF)

2. Tthe system allows for both glass configurations, insulated/laminated and laminated only. The laminated glass is 9/16 inch Impact rated glass with 0.090 Sentry Glass Plus (SGP) interlayer or 0.075 Vanceva. The insulated/laminated glass is 1-5/16 inch with ½ inch air space and 0.075 or 0.090 thick Sentry Glass Plus (SGP) interlayer.

3. The window is unitized four side structurally glazed, single span system, that does no shows the mullion to the exterior, offering a butt glazed appearance.

4. The maximum allowable span achievable would be 120 inch considering glass modules of 42 inch x 120 inch; taking into account the maximum design pressure shown on item 1, with no intermediate horizontals.






Photograph 07

Crawford-Tracy Pro Tech 45 SG Window Wall Givenchy Store, Manufacturer Photograph.





Photograph 08

Crawford-Tracy Pro Tech 45 SG Window Wall Valentino Store, Manufacturer Photograph.





Appendix “E” ES Windows

1. ES Windows currently shows two window wall systems with current Notice of Acceptance (NOA) under the Miami Dade Product Control Division designated as curtain wall systems appropriate to be used for the project:

a. Series 8000 Aluminum Window Wall System, LMI, NOA No. 13-0115.06 (DP: +/-130 PSF)

b. Series 9500 Aluminum Window Wall System, LMI NOA No. 12-0404.04 (DP: +/-120 PSF)

c. Series 7000 Aluminum Window Wall System, LMI NOA No. 13-0115.04 (PD: +/- 150 PSF)

2. The Series 8000 is an inside glazed and captured glazed, unitized system. The maximum design pressures are indicated, using two lites of heat strengthened glass; with a 0.090 thick Sentry Glass Plus (SGP) interlayer.

3. The maximum allowable span achievable is 144 inch considering glass modules of 36 inch x 136 inch; taking into account the maximum design pressure +/-150 PSF (Series 7000), with no intermediate horizontals.


5. Similar to series 8000, the series 9500 is a pocket captured glazed system; however can be glazed either for inside or outside. The maximum design pressures are indicated on item 1(b), using two lites of heat strengthened glass; with a 0.090 Sentry Glass Plus (SGP) interlayer.

6. The maximum allowable span achievable is 120 inch considering glass modules of 36 inch x 120 inch; taking into account the maximum design pressure +/-120 PSF, with no intermediate horizontals.

7. Refer to attached photographs 11 and 12.





Photograph 09

ES Windows Series 8000 General Configuration





Photograph 10

ES Windows Series 8000 Intermediate Horizontal Detail





Photograph 11

ES Windows Series 9500 General Configuration





Photograph 12

ES Windows Series 9500 Sill Corner Detail





Appendix “F”

KAWNEER

1. Kawneer has several products listed under the Miami Dade Product Control Division designated as storefront systems appropriate to be used for the project:

IBA recommends the use of the series IR-500 Flush, Dry and Wet Glazed, LMI, NOA No. 14-0430.28 (DP: +/-90 PSF)

2. The series IR-500 is a stick, pocket captured system outside glazed system. The maximum design pressures are indicated on item 30, and can be achieved using two lites of heat strengthened glass; with a 0.090 thick Sentry Glass Plus (SGP) or a 0.100 thick Saflex interlayer.

3. The maximum allowable span achievable is 120 inch considering glass modules of 36 inch x 120 inch; taking into account the maximum design pressure +/-90 PSF, with no intermediate horizontals.

4. Refer to photographs # 13 and 14 for reference.





Photograph 13 IR-500 Window Wall

Los Gatos Library, Los Gatos, CA





Photograph 14

IR-500 Window Wall Detail





Appendix “G” EPSYLON

1. EPSYLON has one product listed under the Miami Dade Product Control Division designated as storefront system appropriate to be used for the project:

IBA recommends the use of the series EUSA WW 4SG, LMI, NOA No. 14-0430.28 (DP: +/-160 PSF)

2. The series 4SG is a unitized, four side structurally glazed system. The system can use vertical and horizontal pressure bars in addition to the structural silicone. The maximum design pressures are indicated on item 1, and can be achieved using a laminated heat strengthened glass; with a 0.090 thick Sentry Glass Plus (SGP) or a 0.077 thick Saflex interlayer.

3. The maximum allowable span achievable is 132 inch considering glass modules of 44 inch x 127 inch; taking into account the maximum design pressure +110/-160 PSF, with no intermediate horizontals.

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

Reputation Resources Results Canada | USA | UK | India | China www.rwdi.com

Tel: 519.823.1311 Fax: 519.823.1316 Rowan Williams Davies & Irwin Inc. 650 Woodlawn Road West Guelph, Ontario, Canada N1K 1B8

Brickell CityCentre

Miami, Florida

Draft Final Report

Cladding Wind Load Study RWDI # 1102181

April 10, 2013

SUBMITTED TO

Ms. Anne Cotter, AIA, LEED AP Vice President Arquitectonica

2900 Oak Avenue Miami, Florida 33133

T:(305) 372-1812 F:(305) 372-9447

[email protected]

SUBMITTED BY

Kathryn Tang Technical Coordinator

[email protected]

John Cui, B.Sc. (Eng.) Project Engineer

[email protected]

Gregory P. Thompson, M.A.Sc. Senior Project Manager / Associate

[email protected]

Michael J. Soligo, M.A.Sc., P.Eng. President / CEO

[email protected]

mailto:[email protected]





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EXHIBIT B


Brickell CityCentre Cladding Wind Load Study RWDI#1102181 April 10, 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 .................................................................................................................................... 3

4. DETERMINING CLADDING WIND LOADS FROM WIND TUNNEL TEST RESULTS ...................... 3

5. RECOMMENDED CLADDING DESIGN WIND LOADS ...................................................................... 4

5.1 BCCN ............................................................................................................................................ 4

5.2 BCCW ........................................................................................................................................... 4 5.3 BCCE ............................................................................................................................................ 5

6. APPLICABILITY OF RESULTS ........................................................................................................... 5

6.1 The Proximity Model ..................................................................................................................... 5

6.2 Study Model .................................................................................................................................. 5

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

BCCN - Recommended Wind Loads for Cladding Design

Peak Negative Pressures Figure 4: North Elevation Figure 5: West Elevation Figure 6: South Elevation Figure 7: East Elevation Figure 8: Roof Plan Peak Positive Pressures Figure 9: North Elevation Figure 10: West Elevation Figure 11: South Elevation Figure 12: East Elevation Figure 13: Roof Plan



TABLE OF CONTENTS continued BCCW - Recommended Wind Loads for Cladding Design

Peak Negative Pressures Figure 14: North Elevation Figure 15: West Elevation Figure 16: South Elevation Figure 17: East Elevation Figure 18: Roof Plan Figure 19: Reflected Soffit Plan Peak Positive Pressures Figure 20: North Elevation Figure 21: West Elevation Figure 22: South Elevation Figure 23: East Elevation Figure 24: Roof Plan Figure 25: Reflected Soffit Plan

BCCE - Recommended Wind Loads for Cladding Design

Peak Negative Pressures Figure 26: North Elevation Figure 27: West Elevation Figure 28: South Elevation Figure 29: East Elevation Figure 30: Roof Plan Peak Positive Pressures Figure 31: North Elevation Figure 32: West Elevation Figure 33: South Elevation Figure 34: East Elevation Figure 35: Roof Plan Figure 36: Balconies

Figure 37: Reduction Factors for Secondary Structural Member Design

Appendices Appendix A: Wind Tunnel Procedures



Page 1

1. INTRODUCTION Rowan Williams Davies & Irwin Inc. (RWDI) was retained by Swire Properties to study the wind loading on the proposed Brickell CityCentre Development, in Miami, Florida. The proposed project will consist of three blocks – North (BCCN), West (BCCW), and East (BCCE). Each block includes a high-rise tower atop a four to five-storey retail space. The BCCE and BCCW also each include a low-rise office tower above the retail space. Connecting the towers will be a public realm covered by a climate ribbon canopy. The overall development contains approximately 4.3 million square-feet of area covering three city blocks between SW 6th and SW 8th Streets at South Miami Avenue. The objective of this study was to determine the wind loads for design of the exterior envelope of the building.

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

Project Details: Architect Arquitectonica of Miami, Florida Structural Engineer Magnusson Klemencic Associates Key Results and Recommendations: Recommended Cladding Design Wind Loads

BCCN Negative Pressures Positive Pressures BCCW Negative Pressures Positive Pressures BCCE Negative Pressures Positive Pressures

Figures 4 to 8 Figures 9 to 13 Figures 14 to19 Figures 20 to 25 Figures 26 to 30 Figures 31 to 36

Range of Pressures BCCN Negative Pressures Positive Pressures BCCW Negative Pressures Positive Pressures BCCE Negative Pressures Positive Pressures

-70 psf to -160 psf +60 psf to +100 psf -70 psf to -170 psf +60 psf to +120 psf -70 psf to -170 psf +60 psf to +130 psf

Selected Analysis Parameters: Internal Pressures

Corner Units Non-corner Units and Non-glazed Horizontal Roofs

±25 psf ±15 psf

Design Wind Speed per ASCE 7-05 146 mph 3-second Gust Speed at 33 ft in open terrain Importance Factor on Wind Pressure 1.0

The wind tunnel test procedures met or exceeded the requirements set out in Section 6.6 of the ASCE 7-05 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



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theory, refer to RWDI’s Technical Reference Document - Wind Tunnel Studies for Buildings (RD2-2000.1), which is available upon request.

2. WIND TUNNEL TESTS

2.1 Study Model and Surroundings

A 1:300 scale model of the proposed development was constructed using the architectural drawings listed in Table 1. The model was instrumented with pressure taps and was tested in the presence of all surroundings within a full-scale radius of 1200 ft, in RWDI’s 8.0 ft × 6.5 ft boundary layer wind tunnel facility in Guelph, Ontario.

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)

Modified Suburban - suburban terrain (i.e., terrain with many low buildings) modified to account for the heavily built-up terrain immediately upwind of the study building

10°, 350° to 360°

Modified Open \ Suburban - varying lengths of open water fetch and suburban terrain immediately upwind of the surroundings model and modified to account for the heavily built-up terrain immediately upwind of the study building

20° to 50°, 70° to 90°, 150° to 180°

Open \ Suburban - varying lengths of open water fetch and suburban terrain immediately upwind of the surroundings model with open water beyond 60°,100° to140°, 190° to 220°

Suburban - terrain with many low buildings 230° to 340°

The Florida Building Code requires, for buildings located in High Velocity Hurricane Zones1, that at least ASCE 7 Exposure C (i.e. open) be used for design wind loads. To satisfy this requirement, the analysis of the cladding wind loads included additional factors to increase, where appropriate, the loading for directions where at least Exposure C was not represented in the testing. Therefore, the cladding wind loads provided in this report are representative of at least Exposure C.

1 High Velocity Hurricane Zones are currently defined by the Florida Building Code to include Miami-Dade and Broward counties.



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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 Miami International Airport and a computer simulation of hurricanes. The hurricane simulation was provided by Applied Research Associates, Raleigh, NC using the Monte Carlo Technique (ARA Report #000271). Over 100,000 years of tropical storms were simulated to account for the variability of hurricane wind speed with direction.

The wind climate model was scaled so that the magnitude of the wind velocity for the 50-year return period corresponded to a 3-second gust wind speed of 146 mph at a height of 33 ft in open terrain. This value is consistent with that identified for Miami in the ASCE 7-05 Standard and in the 2007 Florida Building Code.

The wind climate for Miami is illustrated by the plots in Figure 3. The upper four plots show, based on the wind climate model, the relative probability that wind speeds associated with various return periods will be exceeded from each wind direction.

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 and larger leakage paths. These larger leakage paths include window breakage due to airborne debris in a windstorm and open doors or windows, in cases where they are operable.

Considerations were taken for the potential of breakage or dominant opening occurring on the building envelope. Based on the internal compartmentalization of the building, the resulting internal pressure allowance values used were ±25 psf for corner units and open office floors, and ±15 psf for non-corner units and non-glazed horizontal roof areas for all buildings. These internal pressure values are based on the assumption that large impact resistant glazing will be used up to 30 ft above grade, and that small impact resistant glazing will be used above 30ft. The impact resistant glazing is assumed to apply for the entire façade of all buildings. If this is not the case then RWDI must be contacted to reassess the internal pressure allowances used.



Page 4

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.

For the design of secondary structural members, the appropriate conversion factors for local cladding pressures can be applied as provided in Figure 37.

5. RECOMMENDED CLADDING DESIGN WIND LOADS It is recommended that the wind loads presented in Figures 4 through 36 be considered for the 50-year return period. The drawings in these figures have been zoned using 10 psf increments so that the pressure indicated is the maximum pressure in that particular zone. For example, a 90 psf zone would have pressures ranging from 81 psf to 90 psf. "Negative pressure" or suction is defined to act outward normal to the building's exterior surface and "positive pressure" acts inward.

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.

5.1 BCCN

The largest recommended negative cladding wind load was -160 psf, which is shown on the Roof Plan (Figure 8). The majority of the negative wind loads were in the range of -70 psf to -80 psf. The largest recommended positive cladding wind load was +100 psf, which is shown on all Elevations (Figures 9 to 12). The majority of the positive wind loads were in the range of +70 psf to +90 psf. For the cladding design of all balcony guardrails and dividers, it is recommended that a net wind pressure of ±110 psf is used.

5.2 BCCW

The largest recommended negative cladding wind load was -170 psf, which is shown on the Roof Plan (Figure 18). The majority of the negative wind loads were in the range of -70 psf to -90 psf. The largest recommended positive cladding wind load was +120 psf, which is shown on the North Elevation (Figure 20). The majority of the positive wind loads were in the range of +70 psf to +90 psf. For the cladding



Page 5

design of all balcony guardrails and dividers, it is recommended that a net wind pressure of ±110 psf is used.

5.3 BCCE

The largest recommended negative cladding wind load was -170 psf, which is shown on the West Elevation (Figure 27). The majority of the negative wind loads were in the range of -70 psf to -90 psf. The largest recommended positive cladding wind load was +130 psf, which is shown on the South Elevation (Figure 33). The majority of the positive wind loads were in the range of +70 psf to +80 psf. For the cladding design of all balcony guardrails, it is recommended that a net wind pressures are applied as shown on Figure 36.

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. 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 ±70 psf, with the exception of a +60 psf minimum on the non-glazed horizontal roof areas. Note that the cladding design wind loads provided in this report are given with the understanding that all horizontal roof surfaces are non-glazed. If this is not the case then RWDI should be contacted.

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.

Employee Job Title

TABLESTABLES


Page 1 of 1

TABLE 1: DRAWING LIST FOR MODEL CONSTRUCTION

The drawings and information listed below were received from Arquitectonica of Miami, FL and were used to construct the scale model of the proposed Brickell CityCentre located in Miami, Florida. Should there be any design changes that deviate from this list of drawings, the results may change. Therefore, if changes in the design are made, it is recommended that RWDI be contacted and requested to review their potential effects on wind conditions.

File Name File Type Date Received (dd/mm/yyyy)

2869-BCCE.rvt Revit 28/12/2012

2869-BCCN.rvt Revit 28/12/2012

2869-BCCW.rvt Revit 28/12/2012

2869-BCC-RIBBON.rvt Revit 28/12/2012

Employee Job Title

FIGURESFIGURES

Wind Tunnel Study Model Figure No. 1

Date: April 8, 2013 Brickell CityCentre - Miami, Florida Project #1102181

BCCW

BCCN

BCCE

SW 8TH STREET

SW 7TH STREET

SW 6TH STREET

SE 5TH STREET

SO

UT

H M

IA

MI A

VE

NU

E

SW 9TH STREET

Site Plan

Brickell CityCentre - Miami, Florida

DJMDrawn by: Figure:

True North

Date Revised:

Approx. Scale:

2

1"=160'

April 8, 2013

Project #1102181

0 80 160ft

0.01

0.1

1

10

10 60 110 160 210 260 310 360

Rela

tive P

erc

enta

ge o

f Tim

e

Wind Direction (degrees)

All Winds

0.01

0.1

1

10

10 60 110 160 210 260 310 360

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tive P

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f Tim

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5-Year Winds

1

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ge o

f Tim

e

50-Year Winds

1

10

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tive P

erc

enta

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f Tim

e

500-Year Winds

Note: Wind Speeds shown are 3-Second Gust Wind Speeds at 33 feet height in Open Terrain

Directional Distribution of Local Wind Speeds Figure No. 3

0

50

100

150

200

250

1 10 100 1000

Win

d S

peed (m

ph)

Return Period (years)

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0.01

0.1

10 60 110 160 210 260 310 360

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Brickell CityCentre - Miami, Florida Project # Date: Mar. 15, 20131102181

BCCN - NORTH ELEVATION

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

Level 01

Level P1

Level 04 (P6)

Level 05

Level 06

Level P2

Level P3

Level P4

Level P5

Level P7

Level P9

Level 07

Level 08

Level 09

Level 10

Level 11

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 46

BCCN - SECTION - Aa-Aa

BCCN - SECTION - Ab-Ab

70

70

90

100

90

90

90

90

80

80

80

80

80

80

70

70

70

70

80

90

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

Recommended Wind Loads for Cladding Design (psf)

(Negative External Pressure with Positive Internal Pressure Where Applicable)

Peak Net Negative Pressures

Figure:

Approx. Scale:

Date Revised:

Drawn by:

4

Ab Ab

Basic Wind Speed = 146 mph, 3-Second Gust, Importance Factor = 1.0


DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013

Key Plan of Elevations

Isometric Views of Building

N

AaAa

Notes:

1. The wind loads presented do not contain load or safety factors.

The loads are to be applied to the building's cladding system in the same

manner as would wind loads calculated by building code analytical methods.

2. The wind loads provided in this figure apply to cladding elements behind

balcony guardrails. For the design of all balcony guardrails, it is

recommended that a net wind load of -110 psf be considered.

See Section Aa-Aa

BCCN - WEST ELEVATION

Level 01

Level P1

Level 04 (P6)

Level 05

Level 06

Level P2

Level P3

Level P4

Level P5

Level P7

Level P9

Level 07

Level 08

Level 09

Level 10

Level 11

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 46

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

BCCN - SECTION - Ba-Ba

BCCN - SECTION - Bb-Bb

SURFACE B1

80

80

90

70

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70

70

80

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80

100

90

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90

90

70

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Level 01

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Level 03

Level 04

Level 05

Level 06




Figure:

Approx. Scale:

Date Revised:

Drawn by:

5

Bb

Bb



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013

W

Ba

Ba


Key Plan of Wall Surfaces

B1

Notes:







BCCN - SOUTH ELEVATION

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

BCCN - SECTION - Ca-Ca

Level 01

Level P1

Level 04 (P6)

Level 05

Level 06

Level P2

Level P3

Level P4

Level P5

Level P7

Level P9

Level 07

Level 08

Level 09

Level 10

Level 11

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 46

SURFACE C1

100

70

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90

100110

100

100

100

90

90

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80

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80

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Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

SURFACE C2




Figure:

Approx. Scale:

Date Revised:

Drawn by:

6

Ca



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013

S



C1

Notes:







C2

Ca

BCCN - EAST ELEVATION

Level 01

Level P1

Level 04 (P6)

Level 05

Level 06

Level P2

Level P3

Level P4

Level P5

Level P7

Level P9

Level 07

Level 08

Level 09

Level 10

Level 11

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 46

BCCN - SECTION - Da-Da

BCCN - SECTION - Db-Db

SURFACE D1

90

80

80

70

80

80

100

80

80

80

80

70

70

70

70

70

70

80

80

80

70

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90

90

100

110




Figure:

Approx. Scale:

Date Revised:

Drawn by:

7

Db



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013

E

Db



D1

Notes:







Da

Da

BCCN - TOWER ROOF PLAN

BCCN - PODIUM ROOF PLAN @ Level 06

PLAN @ Level 02

REFLECTED SOFFIT @ Level 06

REFLECTED SOFFITS @ Level 01

70

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140120140

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90




Figure:

Approx. Scale:

Date Revised:

True North

Drawn by:

8



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013


Note:

The wind loads presented do not contain load or safety factors.



BCCN - NORTH ELEVATION

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

Level 01

Level P1

Level 04 (P6)

Level 05

Level 06

Level P2

Level P3

Level P4

Level P5

Level P7

Level P9

Level 07

Level 08

Level 09

Level 10

Level 11

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 46

BCCN - SECTION - Aa-Aa

BCCN - SECTION - Ab-Ab

70

90

90

100

90

100

90

90

90

100

70

70

70

70

70

70

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

Peak Net Positive Pressures

Figure:

Approx. Scale:

Date Revised:

Drawn by:


(Positive External Pressure with Negative Internal Pressure Where Applicable)

9

Ab Ab



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013



N

AaAa

Notes:






recommended that a net wind load of +110 psf be considered.

See Section Aa-Aa

BCCN - WEST ELEVATION

Level 01

Level P1

Level 04 (P6)

Level 05

Level 06

Level P2

Level P3

Level P4

Level P5

Level P7

Level P9

Level 07

Level 08

Level 09

Level 10

Level 11

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 46

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

BCCN - SECTION - Ba-Ba

BCCN - SECTION - Bb-Bb

SURFACE B1

70

70

70

70

70

70

70

100

90

80

70

70

100

100

100

90

90

80

80

80

80

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70

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90

70

90

90

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06


Figure:

Approx. Scale:

Date Revised:

Drawn by:



10

Bb

Bb



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013

W

Ba

Ba



B1

Notes:







BCCN - SOUTH ELEVATION

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

BCCN - SECTION - Ca-Ca

Level 01

Level P1

Level 04 (P6)

Level 05

Level 06

Level P2

Level P3

Level P4

Level P5

Level P7

Level P9

Level 07

Level 08

Level 09

Level 10

Level 11

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 46

SURFACE C1

70

70

70

70

90

100

80

90

70

70

70

70

90

90

90

90

80

80

80

70

70

Level 01

Level 02

Level 03

Level 04

Level 05

Level 06

SURFACE C2


Figure:

Approx. Scale:

Date Revised:

Drawn by:



11

Ca



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013

S



C1

Notes:







C2

Ca

BCCN - EAST ELEVATION

Level 01

Level P1

Level 04 (P6)

Level 05

Level 06

Level P2

Level P3

Level P4

Level P5

Level P7

Level P9

Level 07

Level 08

Level 09

Level 10

Level 11

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 46

BCCN - SECTION - Da-Da

BCCN - SECTION - Db-Db

SURFACE D1

90

90

70

70

80

70

70

70

70

70

70

80

70

100

90

90

90

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70


Figure:

Approx. Scale:

Date Revised:

Drawn by:



12

Db



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013

E

Db



D1

Notes:







Da

Da

BCCN - TOWER ROOF PLAN

BCCN - PODIUM ROOF PLAN @ Level 06

PLAN @ Level 02

REFLECTED SOFFIT @ Level 06

REFLECTED SOFFITS @ Level 01

70

70

70

70

70

70

70

70

70

70

70

70

70

60

60

60

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60

60

60

60

60

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60

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60

90

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80

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70

60

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70

70

80

90


Figure:

Approx. Scale:

Date Revised:

True North

Drawn by:



13



DJM

0 30 60ft

1"=60'

Project #1102181

Jan. 23, 2013


Note:




BCCW - NORTH ELEVATION

Level 07

Level 08

Level 09

Level 10

Level 11

Level 06 Am.

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 06 Off.

Level P9

Level P8

Level P7

Level P6

Level P5

Level P4

Level P3

Level P2

Level P1

Level 01

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCW - SECTION - Fa-Fa

SURFACE A1

120

90

90

90

80

80

80

80

80

80

80

70

70

90

150

130

110

90

90

80

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80

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100

80

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80

90

110

70

80

70

70

SURFACE A2

100

120

90

90

Level 05

Level 04

Level 03

Level 02

Level 01





Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM14

0 30 60ft

Fa


Basic Wind Speed = 146 mph, Importance Factor = 1.0

1"=60'

Project #1102181

Jan. 31, 2013

N

Fa

Notes:


The loads are to be applied to the building's cladding system in

the same manner as would wind loads calculated by building

code analytical methods.

2. The wind loads provided in this figure apply to cladding

elements behind balcony guardrails. For the design of all

balcony guardrails, it is recommended that a net wind load

of -110 psf be considered.


A1

A2

BCCW - WEST ELEVATION

Level 07

Level 08

Level 09

Level 10

Level 11

Level 06 Am.

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 06 Off.

Level P9

Level P8

Level P7

Level P6

Level P5

Level P4

Level P3

Level P2

Level P1

Level 01

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCW - SECTION - Ga-Ga

BCCW - SECTION - Gb-Gb

SURFACE

B2

SURFACE

B3

SURFACE B4

SURFACE

B1

SURFACE B5

90

90

90

100

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Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM15

0 30 60ft

W

Ga

Ga



1"=60'

Project #1102181

Jan. 31, 2013

Gb

Gb

Notes:










B1

B2

B3

B4

BCCW - SOUTH ELEVATION

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 07

Level 08

Level 09

Level 10

Level 11

Level 06 Am.

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 06 Off.

Level P9

Level P8

Level P7

Level P6

Level P5

Level P4

Level P3

Level P2

Level P1

Level 01

BCCW -SECTION - H-H

SURFACE C2

SURFACE C1

SURFACE

C3

80

90

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100 90 80

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80





Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM16

0 30 60ft



1"=60'

Project #1102181

Jan. 31, 2013

S

HH

Notes:










C2

C1

C3

BCCW - SECTION - Ja-Ja

BCCW - EAST ELEVATION

Level 07

Level 08

Level 09

Level 10

Level 11

Level 06 Am.

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 06 Off.

Level P9

Level P8

Level P7

Level P6

Level P5

Level P4

Level P3

Level P2

Level P1

Level 01

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCW - SECTION - Jb-Jb

Level 05

Level 04

Level 03

Level 02

Level 01

SURFACE

D1

110

110

100

100

120

90

70

70

70

110

100

80

90

90100

100

90

70

70

70

70

70

100

90

90

90

90

90

80

80

80

80

80

70

70

70

100

110

120

100

100

90

80

70

70

70





Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM17

0 30 60ft



1"=60'

Project #1102181

Jan. 31, 2013

E

Ja

Ja

Jb

Jb

Notes:










D1

BCCW - PODIUM ROOF PLAN @ Level 06 Am.

BCCW - TOWER ROOF PLANPARTIAL PLAN @ Level 02

PARTIAL PLAN @ Level 04



70

70

70

7070

70

70

70

70

70

70

80

80

80

70

70

80

80

80

90

100

90

90

90

120

110

110

80

90

80

80

80

80

80

80

90

70

70

70

70

70

70

70

70

70

70

80

110

90

80

140

160

170160150

130

150

80

90

90

100

90

70

70

70

80

70

70





Figure:

Approx. Scale:

Date Revised:

True North

Drawn by: DJM18

0 30 60ft



1"=60'

Project #1102181

Jan. 31, 2013

Note:





REFLECTED SOFFIT @

Level 06 Am.

REFLECTED SOFFIT @

Level 05

BCCW - REFLECTED SOFFITS @ Level 01

110

100

90

70

90

110

120

140

100

70

80 80

80

70

70

70

70

70

70

70

70

90

80

70





Figure:

Approx. Scale:

Date Revised:

True North

Drawn by: DJM19

0 30 60ft


1"=60'

Project #1102181

Jan. 31, 2013

Note:






BCCW - NORTH ELEVATION

Level 07

Level 08

Level 09

Level 10

Level 11

Level 06 Am.

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 06 Off.

Level P9

Level P8

Level P7

Level P6

Level P5

Level P4

Level P3

Level P2

Level P1

Level 01

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCW - SECTION - Fa-Fa

SURFACE A1

SURFACE A2

70

90

90

80

90

90

90

80

80

70

70

70

80

80

70

70

70

70

70

90

80

70

110 100

120

110

90

Level 05

Level 04

Level 03

Level 02

Level 01



Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM

0 30 60ft



20

Fa



1"=60'

Project #1102181

Jan. 31, 2013

N

Fa

Notes:








of +110 psf be considered.


A1

A2

BCCW - WEST ELEVATION

Level 07

Level 08

Level 09

Level 10

Level 11

Level 06 Am.

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 06 Off.

Level P9

Level P8

Level P7

Level P6

Level P5

Level P4

Level P3

Level P2

Level P1

Level 01

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCW - SECTION - Ga-Ga

BCCW - SECTION - Gb-Gb

SURFACE

B2

SURFACE

B3

SURFACE B4

SURFACE

B1

SURFACE B5

70

70

70

70

70

70

70

7070

70

80

80

70

70

70

70

100

90

90

90

90

80

80

80

80

70

80

70

70



Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM

0 30 60ft



21

W

Ga

Ga



1"=60'

Project #1102181

Jan. 31, 2013

Gb

Gb

Notes:










B1

B2

B3

B4

BCCW - SOUTH ELEVATION

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 07

Level 08

Level 09

Level 10

Level 11

Level 06 Am.

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 06 Off.

Level P9

Level P8

Level P7

Level P6

Level P5

Level P4

Level P3

Level P2

Level P1

Level 01

BCCW -SECTION - H-H

SURFACE C2

SURFACE C1

SURFACE

C3

70 80

80

110

100

90

90

90

100

90

90

80

80

70

70

70

70

80

70

70

70

70



Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM

0 30 60ft



22



1"=60'

Project #1102181

Jan. 31, 2013

S

HH

Notes:










C2

C1

C3

BCCW - SECTION - Ja-Ja

BCCW - EAST ELEVATION

Level 07

Level 08

Level 09

Level 10

Level 11

Level 06 Am.

Level 12

Level 14

Level 15

Level 16

Level 17

Level 18

Level 19

Level 20

Level 21

Level 22

Level 23

Level 24

Level 25

Level 26

Level 27

Level 28

Level 29

Level 30

Level 31

Level 32

Level 33

Level 34

Level 35

Level 36

Level 37

Level 38

Level 39

Level 40

Level 41

Level 42

Level 43

Level 44

Level 45

Level 06 Off.

Level P9

Level P8

Level P7

Level P6

Level P5

Level P4

Level P3

Level P2

Level P1

Level 01

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCW - SECTION - Jb-Jb

Level 05

Level 04

Level 03

Level 02

Level 01

SURFACE

D1

70

70

70

70

70

70

70

70

100

90

90

80

80

80

80

80

70

70

70

70

70

70

70

80

70

110

90



Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM

0 30 60ft



23



1"=60'

Project #1102181

Jan. 31, 2013

E

Ja

Ja

Jb

Jb

Notes:










D1

BCCW - PODIUM ROOF PLAN @ Level 06 Am.

BCCW - TOWER ROOF PLANPARTIAL PLAN @ Level 02




70

70

70

70

70

7070

70

70

70

70

70

70

60

60

60

60

60

70

60

60

60

60

60

70

60

60

70

70

60

70

70



Figure:

Approx. Scale:

Date Revised:

True North

Drawn by: DJM

0 30 60ft



24



1"=60'

Project #1102181

Jan. 31, 2013

Note:





REFLECTED SOFFIT @

Level 06 Am.

REFLECTED SOFFIT @

Level 05

BCCW - REFLECTED SOFFITS @ Level 01

70

70

70

70

70

70

70

70

70

70

70

70

70



Figure:

Approx. Scale:

Date Revised:

True North

Drawn by: DJM

0 30 60ft



25


1"=60'

Project #1102181

Jan. 31, 2013

Note:






Level 43

Level 42

Level 41

Level 40

Level 39

Level 38

Level 37

Level 36

Level 35

Level 34

Level 33

Level 32

Level 31

Level 30

Level 29

Level 28

Level 27

Level 26

Level 25

Level 24

Level 23

Level 22

Level 21

Level 20

Level 19

Level 18

Level 17

Level 16

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 15

BCCE - NORTH ELEVATION

BCCE - SECTION - K-K

Level 05

Level 04

Level 03

SURFACE A1

70

90

90

90

90

90

90

80

90

110

90

90

110

70

70

70

70

70

70

70

70

140

120

70

80

100

110

100

80

80

100

90

8090

90

70

70

70

70

90

100

80

80

110

100





Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM26

0 30 60ft

K

Key Plan of Elevations and Wall Surfaces


1"=60'

Project #1102181

April 8, 2013

N

K

A1

Isometric View of Building

Notes:







balcony guardrails, see Figure 36.

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 43

Level 42

Level 41

Level 40

Level 39

Level 38

Level 37

Level 36

Level 35

Level 34

Level 33

Level 32

Level 31

Level 30

Level 29

Level 28

Level 27

Level 26

Level 25

Level 24

Level 23

Level 22

Level 21

Level 20

Level 19

Level 18

Level 17

Level 16

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 15

BCCE - WEST ELEVATION

SURFACE B1

BCCE - SECTION - L-L

80

SOFFIT

170

140

130

120

130

100

90

90

90

110

120

90

80

70

70

70

110

120

80

70

70

70

70





Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM27

0 30 60ft

W


1"=60'

Project #1102181

April 8, 2013

L

L


B1


Notes:








Level 43

Level 42

Level 41

Level 40

Level 39

Level 38

Level 37

Level 36

Level 35

Level 34

Level 33

Level 32

Level 31

Level 30

Level 29

Level 28

Level 27

Level 26

Level 25

Level 24

Level 23

Level 22

Level 21

Level 20

Level 19

Level 18

Level 17

Level 16

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCE - SOUTH ELEVATION

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCE - SECTION - M-M

SURFACE C1

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 15

70140

130

120

100

80

80

100

70

70

70

70

70

100

90

80

80

80

80

90

100

100

80

80

120

140

80

80

70

70

70

70

7070

80

90

70

100

100





Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM28

0 30 60ft


1"=60'

Project #1102181

April 8, 2013

M


M

C1

S


Notes:








Level 43

Level 42

Level 41

Level 40

Level 39

Level 38

Level 37

Level 36

Level 35

Level 34

Level 33

Level 32

Level 31

Level 30

Level 29

Level 28

Level 27

Level 26

Level 25

Level 24

Level 23

Level 22

Level 21

Level 20

Level 19

Level 18

Level 17

Level 16

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCE - EAST ELEVATION

Level 05

Level 04

Level 03

Level 02

Level 01

BCCE - SECTION - N-N

SURFACE D1

SURFACE D2

100

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 15

70

70

70

90

90

90

90

120

110

100

90

90

80

90

80

80

80

70

120

110

90

70

70

70

70

70

100

100

70





Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM29

0 30 60ft


1"=60'

Project #1102181

April 8, 2013

N

N


D1

E


Notes:








BCCE - PODIUM ROOF PLAN @ Level 05

REFLECTED

SOFFIT @

Level 05

REFLECTED

SOFFIT @

Level 05

BCCE - TOWER ROOF PLAN -

REMOVED FOR CLARITY

70

70

70

70

70

70

70

70

70

70

80

70

80

80

9080

90

90

80

110

90

80

80





Figure:

Approx. Scale:

Date Revised:

True North

Drawn by: DJM30

0 30 60ft


1"=60'

Project #1102181

April 8, 2013


Notes:

1. The wind loads presented do not contain load or safety factors. The loads are to

be applied to the building's cladding system in the same manner as would wind

loads calculated by building code analytical methods.

2. For the cladding design of all soffit surfaces at Level 01, it is recommended

that a net wind load of 70 psf be considered.

Level 43

Level 42

Level 41

Level 40

Level 39

Level 38

Level 37

Level 36

Level 35

Level 34

Level 33

Level 32

Level 31

Level 30

Level 29

Level 28

Level 27

Level 26

Level 25

Level 24

Level 23

Level 22

Level 21

Level 20

Level 19

Level 18

Level 17

Level 16

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 15

BCCE - NORTH ELEVATION

BCCE - SECTION - K-K

Level 05

Level 04

Level 03

SURFACE A1

100

100

90

90

80

80

90

70

70

70

70

70

70

70

70

70

80

70

70

70

70

70



Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM

0 30 60ft



31

K



1"=60'

Project #1102181

April 8, 2013

N

K

A1

Notes:









Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 43

Level 42

Level 41

Level 40

Level 39

Level 38

Level 37

Level 36

Level 35

Level 34

Level 33

Level 32

Level 31

Level 30

Level 29

Level 28

Level 27

Level 26

Level 25

Level 24

Level 23

Level 22

Level 21

Level 20

Level 19

Level 18

Level 17

Level 16

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 15

BCCE - WEST ELEVATION

SURFACE B1

BCCE - SECTION - L-L

SOFFIT

70

70

120

110

100

100

80

70

70

100

90

90

90

90

80

80

80

90

70

70

70



Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM

0 30 60ft



32

W


1"=60'

Project #1102181

April 8, 2013

L

L


B1


Notes:








Level 43

Level 42

Level 41

Level 40

Level 39

Level 38

Level 37

Level 36

Level 35

Level 34

Level 33

Level 32

Level 31

Level 30

Level 29

Level 28

Level 27

Level 26

Level 25

Level 24

Level 23

Level 22

Level 21

Level 20

Level 19

Level 18

Level 17

Level 16

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCE - SOUTH ELEVATION

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCE - SECTION - M-M

SURFACE C1

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 15

70

70

70

70

70

70

9080

80

110

110

90

90

90

90

80

80

80

100

70

70

70

70

120 130

70

70

70



Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM

0 30 60ft



33


1"=60'

Project #1102181

April 8, 2013

M


M

C1

S


Notes:








Level 43

Level 42

Level 41

Level 40

Level 39

Level 38

Level 37

Level 36

Level 35

Level 34

Level 33

Level 32

Level 31

Level 30

Level 29

Level 28

Level 27

Level 26

Level 25

Level 24

Level 23

Level 22

Level 21

Level 20

Level 19

Level 18

Level 17

Level 16

Level 15

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

BCCE - EAST ELEVATION

Level 05

Level 04

Level 03

Level 02

Level 01

BCCE - SECTION - N-N

SURFACE D1

SURFACE D2

Level 07

Level 06

Level 05

Level 04

Level 03

Level 02

Level 01

Level 14

Level 12

Level 11

Level 10

Level 09

Level 08

Level 15

70

70

70

70

80

80

100

90

80

70

70

70

70

70

70

80

70

70



Figure:

Approx. Scale:

Date Revised:

Drawn by: DJM

0 30 60ft



34


1"=60'

Project #1102181

April 8, 2013

N

N


D1

E


Notes:








BCCE - PODIUM ROOF PLAN @ Level 05

REFLECTED

SOFFIT @

Level 05

REFLECTED

SOFFIT @

Level 05

BCCE - TOWER ROOF PLAN -

REMOVED FOR CLARITY

70

60

60

60

60

60

60

60

60

60

60

70

70

70

80

70

70



Figure:

Approx. Scale:

Date Revised:

True North

Drawn by: DJM

0 30 60ft



35


1"=60'

Project #1102181

April 8, 2013

Notes:

1. The wind loads presented do not contain load or safety factors. The loads are to

be applied to the building's cladding system in the same manner as would wind

loads calculated by building code analytical methods.

2. For the cladding design of all soffit surfaces at Level 01, it is recommended

that a net wind load of 70 psf be considered.


SOUTHEAST VIEW

+140/-140


DJMDrawn by: Figure:

Date Revised:

Approx. Scale:

36

Recommended Wind Loads for Balcony Guardrail Design (psf)


N.T.S.

Project #1102181

April 8, 2013

Note:

For the design of all balcony guardrails, except as indicated in this figure,

the recommended net wind load is +120/-120 psf.

Reduction Factors For Secondary Structural Member Design Figure No. 37

Date: April 10, 2013 Brickell CityCentre – Miami, Florida Project #1102181

Notes:

1. For the design of the secondary structural members of the Brickell CityCentre, the appropriate wind loading may be obtained by multiplying the recommended local cladding pressures by the appropriate tributary area reduction factor given in the above graph.

2. The reduction on cladding loads is for secondary structural design purposes only and NOT for cladding/finishing purposes.

0.70

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1 10 100 1000

Re

du

cti

on

Fa

cto

r

Tributary Area (square feet)

Employee Job Title

APPENDIX APPENDIX A


Page A1 of 4

APPENDIX A: WIND TUNNEL PROCEDURES

OVERVIEW OF WIND TUNNEL PROCEDURES FOR THE PREDICTION OF CLADDING WIND LOADS

A.1 Wind Tunnel Test and Analysis Methods

A.1.1 Wind Tunnel Tests

RWDI's boundary layer wind tunnel facility simulates the mean speed profile and turbulence of the natural wind approaching the modeled area by having a long working section with a roughened floor and specially designed turbulence generators, or spires, at the upwind end. Floor roughness and spires have been selected to simulate four basic terrain conditions, ranging from open terrain, or water, to built-up urban terrain. During the tests, the upwind profile in the wind tunnel is set to represent the most appropriate of these four basic profiles, for directions with similar upwind terrain. Scaling factors are also introduced at the analysis stage to account for remaining minor differences between the expected wind speed and turbulence properties, and the basic upwind flow conditions simulated in the wind tunnel. The full-scale properties are derived using the ESDU methodology1, 2 for predicting the effect of changes in the earth’s surface roughness on the planetary boundary layer. For example, this procedure distinguishes between the flows generated by a uniform open water fetch upwind of the site, versus a short fetch of suburban terrain immediately upwind of the site with open water in the distance.

Wind direction is defined as the direction from which the wind blows in degrees measured clockwise from true north. The test model (study model and surroundings) is mounted on a turntable, allowing any wind direction to be simulated by rotating the model to the appropriate angle in the wind tunnel. The wind tunnel test is typically conducted for 36 wind directions at 10° intervals.

It is prudent to take steps to ensure that the safety of a structure is not entirely dependent on specific surrounding buildings for shelter. Building codes often contain specific provisions to address this. These may include requirements to test with the more significant surrounding buildings removed, and/or lower limits on the reduction that is permitted compared to the code analytical approach.

A.1.2 Measurement Techniques

This study addresses the local wind pressures that act on the exterior envelope of the building. Predictions of these loads are required in order that the cladding system can be designed to safely resist the wind loads. The technique that is used to make these predictions consists of conducting a wind pressure study. The basis of the approach is to instrument a rigid wind tunnel model of the building with pressure taps that adequately cover the exterior areas exposed to wind. The mean pressure, the root-mean-square of pressure fluctuations and the peak negative and peak positive pressures are measured 1 Wind speed profiles over terrain with roughness changes for flat or hilly sites. Item No. 84011, ESDU International London,

1984 with amendments to 1993. 2 Longitudinal turbulence intensities over terrain with roughness changes for flat or hilly sites. Item No. 84030, ESDU

International London, 1984 with amendments to 1993.


Page A2 of 4

at each tap using a system capable of responding to pressure fluctuations as short as 0.5 to 1 second at full scale. The measured data are converted into pressure coefficients based on the measured upper level mean dynamic pressure in the wind tunnel. Time series of the simultaneous pressures are also recorded for post-test processing if required. A typical example of an instrumented wind tunnel study model is provided in Figure 1.

A.1.3 Consideration of the Local Wind Climate

Carrying out the procedures described in the previous sections determines the peak local external pressure coefficients expected for a given wind direction. However, in order to account for the varying likelihood of different wind directions and the varying strengths of winds that may be expected from different directions, the measured pressure coefficients are integrated with statistical records of the local wind climate to produce predicted peak pressures as a function of return period. In the case of cladding loads, it is appropriate to consider peak loads associated with return periods comparable to the design life of the structure. The choice of return period will be governed by local code requirements that consider the intended use of the building.

Wind records taken from one or more locations near to the study site are generally used to derive the wind climate model. In areas affected by hurricanes or typhoons, Monte Carlo simulations are typically used to generate a better database since full scale measurements, if available for a given location, typically provide an inadequate sample for statistical purposes. The data in either case are analysed to determine the probabilities of exceeding various hourly mean wind speeds from within each of 36 wind sectors at an upper level reference height, typically taken to be 600 m (2000 ft) above open terrain. This coincides with the height used to measure the reference dynamic pressure in the wind tunnel.

In order to predict the cladding wind loads for a given return period, the wind tunnel results are integrated with the wind climate model. There are two methods typically used by RWDI to perform this integration. In one method, the historical (or simulated as is the case with hurricanes or typhoons) wind record is used to determine the full-scale cladding wind pressures for each hour, given the recorded wind speed and direction and the wind tunnel predictions for that direction. By stepping through the wind speed and direction data on an hour-by-hour basis, a time history of the resulting peak pressure is generated. Then, through the use of extreme value fitting techniques, statistically valid peak responses for any desired return period are determined.


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The second method is the Upcrossing Method as described by Irwin3 and Irwin and Sifton4. In simple terms, this can be thought of as an analytical representation of the first method, in which a fitted mathematical model of the wind statistics is used in place of the detailed wind records themselves. The time history method (first method described above) is typically used by RWDI for cladding wind load studies where the extent and quality of the wind records permit it. In areas of shorter records and lower quality records RWDI typically reverts to the Upcrossing Method since it enables a smoothing of erratic behavior of the wind statistics to be more readily implemented and is thus more robust.

A.1.4 Internal Pressure Allowances Considering Localized Breaches in the Building Façade

In strong winds, air leakage effects dominate the internal pressures. Other factors that influence them, but are usually of less significance, are the operation of mechanical ventilation systems and the stack effect. Important sources of air leakage include uniformly distributed small leakage paths over the building’s envelope and larger leakage paths. These larger leakage paths include window breakage due to airborne debris in a windstorm and open doors or windows, in cases where they are operable. The internal pressure allowances can be influenced by many factors including the size and location of potential glass breakage, the internal compartmentalization of the building and the internal volumes. During a major storm event, glass breakage can be different sizes and occur at various locations. There are many types of projectiles that typically cause glass breakage, ranging in size from small rocks to tree branches. Larger projectiles impacting the building would be rare events.

The internal pressure allowances are applied to help reduce the possibility of subsequent facade failures due to pressure increases caused by localized breaches in the facade. Design of the cladding to the provided wind loads will not necessarily prevent breakage due to impact by wind borne debris.

A.1.5 Allowable Stress Design: Comments on the Usage of Recommended Cladding Wind Loads for Glass Design in the United States

Since the recommended cladding wind loads will apply to the design of glass components, it is appropriate to discuss changes in the American Society for Testing and Materials (ASTM) E-1300 standard for glass design and how the changes relate to the wind loads provided by the American Society of Civil Engineers (ASCE) -7 analytical method and the wind tunnel test method.

Glass is a material for which the strength depends on the duration of the applied load, varying approximately in proportion to (1/T)1/16, where T = load duration. Therefore the glass strength curves in the ASTM E-1300 standard for various types of glass and sizes of panel are provided for a load of specified duration. Prior to 2002, the specified load duration was 60 seconds. In the 2002 edition, ASTM E 1300-02, it was changed to 3 seconds. Therefore, according to the (1/T)1/16 rule, the strength of a given glass component in the curves of the 2002 edition is about 20% higher than before.

3 Irwin, P.A., “Pressure Model Techniques for Cladding Loads”, Journal of Wind Engineering and Industrial Aerodynamics 29

(1988), pg. 69-78. 4 Irwin, P.A. and Sifton, V. L., “Risk Considerations for Internal Pressures”, Journal of Wind Engineering and Industrial

Aerodynamics, 77 & 78 (1998), pg. 715-723.


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The wind loads provided by the ASCE-7 analytical method, both prior to 2002 and afterwards, were for a duration in the 1 to 10 second range, or within ± 7% of the 3-second loads. Therefore the change in the ASTM standard has provided better consistency between the load durations of the two standards. However, unless adjustments are made elsewhere to the safety factors typically applied to the specified wind loads, use of the new ASTM E 1300-2 curves also effectively reduces the safety margin for glass design by about 20% compared with the previous curves. The wind- tunnel derived loads provided in the report are for a duration consistent with that of the ASCE-7 analytical method (i.e., 1 to 10 seconds) and provide the same level of reliability as the analytical method. If the pre-2002 level of reliability of glass design were desired then the loads given in the report (or those derived by a corresponding application of the analytical method) would need to be factored up by 20%, or alternatively the safety factor adjusted by the same percentage.

I N N O V A T I V E B U I L D I N G A N D A R C H I T E C T U R E C O N S U L T A N T S

December 7, 2015 Ms. Graciela Escalante Senior Project Manager Swire Properties 799 Brickell Plaza, Suite 802 Miami, Florida 33131 Subject: Brickell Citi Centre Portal Tenants Shop Drawings Submittal Requirements. Dear Ms. Escalante:

Based in our meeting with Swire Properties and SIMON Management, in regards to the portal tenants space exterior enclosure required documentation for the shop drawings submittal; IBA recommends the following documents be included in the submittal for the each Tenant Unit for review.

1.0 ACTION SUBMITTALS

A. Contractor to submit a complete and coordinated package for the project to SIMON. SIMON will forward copies of the first submittal documents to the Owners’ Glass and Glazing Consultant. Owner’s Consultant will critique and issue comments in writing or on the shop drawings to the Architect for incorporation into his review. Any additional reviews resubmittals needed for a complete and coordinate package shall continue at the Contractor’s expense and Owner’s discretion until the package has been completely reviewed and approved.

B. Submit shop drawings showing floor plans, elevations, sections, full-sized details with dimensions and overall sizes of all framing members. Details to include, but not limited to, construction of adjacent work, air and vapor seals with adjacent construction, water management system, component anchorage and locations, anchoring methods, shim methods and materials, hardware and installation details. Elevations to include approved design pressures for each location of use. Shop drawings to be signed by Professional Engineer registered in the State of Florida.

C. Structural calculations prepared by a Professional Engineer registered in the State of Florida to include:

1. Conformance with ASCE 7 and Design pressures approved for this project and as defined in the Wind Tunnel Study.

2. Section properties of framing members;

a. Analysis of framing members; b. Fastener and anchoring analysis; c. Analysis of glazing in accordance with ASTM E 1300 and the Florida Building

Code. d. Analysis of stress in structural silicone, if applicable.

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Brickell Citi Centre Tenant Portals Glazing System Submittal Documents December 7, 2015 Page 2 of 4




e. Analysis of the effects from building movements.

D. Product data sheets for all accessory items, such as but not limited to:

1. Glazing 2. Coatings (both finish coatings and dissimilar materials coatings) 3. Anchorage and fasteners 4. Weather-stripping, gaskets, and weather pads. 5. Hardware 6. Flashing

E. Product approvals

1. Miami-Dade County Notice of Acceptance (NOA), or a State of Florida Product Approval Document (PAD), in compliance with Rule 61G20-3.

F. Installation instructions

1. Provide Product Manufacturer’s written installation instructions. Installation instructions are to include pre-installation requirements, such as transportation, material and product storage.

G. Samples for initial selection

1. For typical frame members, provide one 12 inch long section in the specified finish to SIMON. If finish involves color and texture variations, include sample sets consisting of two or more units showing the full range of variations expected.

H. Samples for verification

1. SIMON Management or SWIRE Properties reserves the right to require additional Samples that show fabrication techniques, workmanship, and design of aluminum-framed entrances, hardware, and accessories.

1.1 INFORMATION SUBMITTALS

I. Sealant manufacturer

1. Prior to construction, Contractor to provide Sealant Manufacturer’s written review and acceptance of the sealant details indicated in the Shop Drawings. Review to include, but not limited to, the appropriateness of the proposed product application and compatibility of the proposed product to surrounding substrates.

2. Prior to installation, Contractor to provide Sealant Manufacturer’s written adhesion test results and the Sealant Manufacturer’s written interpretation of the test results as well as recommendations for installation. Adhesion and compatibility tests to be performed by the Sealant Manufacturer – or their authorized representative – on all substrates adjacent to their product prior to installation.





3. During installation, Contractor to provide the Sealant Manufacturer’s periodic written adhesion test results and the Sealant Manufacturer’s written interpretation of the test results, as well as their recommendations for installation. Adhesion and compatibility tests to be performed by the Sealant Manufacturer – or their authorized representative – on all substrates adjacent to their product prior to installation. The frequency of the adhesion tests to be in strict accordance with the Sealant Manufacturer’s requirements for warranty.

J. Glazing

1. Contractor to provide the Glazing Manufacturer’s written review and acceptance of the glazing details indicated in the shop drawings. Review to include, but not limited to, the appropriateness of the proposed product application, compatibility of the proposed product to surrounding substrates and comments regarding the Aluminum-framed Window Wall system to prevent standing water at the laminated or insulated glass edge, if this condition is required by the Glass Manufacturer.

K. Installer

1. Provide written statement of installers’ qualification and in support of the required experience defined in this Section.

1.2 WARRANTIES

A. Prior to installation, provide copies of warranties for all products and accessories with intent to warrant.

1.3 CLOSE-OUT SUBMITTALS

A. Operation and maintenance manual 1. Provide Product Manufacturer’s operation and maintenance manual for Owner transfer for

each installed system. Manual shall detail the repair, removal and installation procedures for replaceable accessory items, such as weather-stripping, glass and gaskets. Manual shall include maintenance requirements, frequency of maintenance and procedures for maintaining the product from substantial completion of the project to the product’s anticipated end-of service life.

B. Warranties 1. At substantial completion of the project, provide warranties in accordance with the

requirements specified herein.





Please do not hesitate to call me at 305-525-6110 should you have any questions or concerns regarding above items.

Respectfully submitted by, Javier Hernandez Project Consultant IBA Consultants, Inc.

The information contained herein has been prepared subject to the terms and conditions of an Agreement and is not intended for use by any recipient other than the party to the aforesaid Agreement. IBA Consultants, Inc. is not the Engineer or Architect of Record. Accordingly, IBA Consultants, Inc., its affiliates, agents, representatives and assigns do not make any representations or warranties of any kind, express or implied, about the completeness, accuracy, reliability, or suitability of the statements, conclusions, information, products, services, or related graphics, charts, tabulations or photographs contained herein for any purpose whatsoever other than that which is contained within the aforesaid Agreement. Any reliance that the recipient places on such information is therefore strictly at the recipients own risk. In no event will IBA Consultants, Inc., its affiliates, agents, representatives and assigns be liable for any loss or damage including without limitation, indirect or consequential loss or damage, or any loss or damage whatsoever arising from, out of, or in connection with, the use of the materials contained herein by any recipient of this information who is not a party to the aforesaid Agreement.