New Era in New York

ny baseball doubleheader! New Era in

New YorkBy Jeffrey Smilow, P.E., and Allen Thompson, P.E.

Photo: Bruce Katz/New York Mets

Jeffrey Smilow is an execu- Allen Thompson is a senior tive vice president with WSP associate with WSP Cantor Photo: Mark S. Levine/New York Mets Cantor Seinuk. Seinuk. MODERN STEEL CONSTRUCTION august 2009 The New York Mets’ new home pays homage to historic Ebbets Field, while also bringing a 21st-century baseball facility to Queens.

It’s always a big deal when a new Major League Baseball such as door clearances next to columns, head room heights in the park opens. It’s an even bigger deal when two open at the same time seating bowl under diagonal members, head room heights under the in the same city, which is why 2009 has been a particularly special year trusses, and sight line-analysis. for both the New York Mets and New York Yankees; both teams have The owner authorized the creation of a 3D detailing model (using been playing in their respective new ballparks since April. Tekla Sturctures) in order to get a head start on the steel shop drawing process, and steel detailers were subcontracted during the design phase The Spirit of Ebbets in order to develop the model. Three primary benefits resulted from this IIn Queens, Mets fans have been enjoying better sight lines, wide effort. First, time was saved in the fabrication schedule, because a fully concourses with panoramic views of the playing field, and improved developed model was already available upon award of the steel contract. culinary experiences at the new 41,800-seat, 1.2 million-sq.-ft. Citi Second, the bid phase period was shortened, since the steel bidders were Field, which replaced Shea Stadium. The architecture is based on provided with the model. Third, the data that the detailer needed to cre- Ebbets Field, home of the Brooklyn Dodgers until the 1950s, and ate the model was incorporated into the design drawings, resulting in features plenty of exposed steel in order to achieve a retro appear- minimal RFIs during construction. ance, as well as brick cladding resembling masonry used at the famous old ballpark. Lateral Systems The soil conditions below Citi Field are extremely poor and there- Design fore affected lateral load resisting design for the ballpark. Because of the Populous, the architect of record, began designing the ballpark in high likelihood of liquefaction during a seismic event, the soil conditions late 2005. In order to achieve the design and construction schedule, result in high seismic forces upon the structure. The design team chose the construction manager and the design team agreed to break the special concentrically braced frames (SCBFs) for the lateral systems, a steel construction of the ballpark into phases. The steel contract was decision that not only reduced the design seismic forces but also saved awarded before the construction documents were completed, and the a considerable amount of structural steel, piles, foundation concrete, design team completed the construction documents following the and rebar. In addition, the use of SCBFs also allowed the design team

B phases set forthC by the construction manager.D This allowed the designE F to stay ahead of the steel fabricator and erector, since the design team could focus on coordinating one section at a time. In all, the project

used 12,700 tons of structural steel. 6' - 7 3/8" 9' - 0 5/8" 11' - 10 1/4" 6' - 0" SEE PLAN SEE PLAN SEE PLAN SEE PLAN WEB MEMBER FORCE TABLE 2 EQ. SPA 2 EQ. SPA MEMBER # SIZE FORCE 5 20 (KIPS) S8-4-2 D1 W14x145 SLRS Modeling 5 D2 2L6x6x9/16 300 (C) SPORT Pu=300K (T) Pu=280K (T) The project’s structural engineer used Revit building informa- 5 D3 2L6x6x9/16 300 (C) HOK SPORTS FACILITIES ARCHITECTS, P.C. 14 Pu=280K (T) D4 2L6x6x3/4 480 (C) 4 Architecture, Engineering, Planning, 1' - 0 11/16" 0 - 1'

" Interiors, Facility Programming 8

' tion modeling (BIM) software to create a 3D model of the founda- S8-4-2 1 D5 2L6x6x3/4 480 (C) 2° W14x82 19

. 1 W14x82 300 Wyandotte, Suite 300

. 2 3 2 ° D6 2L6x6x3/4 480 (C) S8-4-2 10° Kansas City, Missouri 64105 tions and superstructure. The architect then combined this model D D7 2L6x6x5/8 460 (C) ° 16 9.0-SUNSCREEN

0 V10 3.0 15 D14 4 V9 D D8 2L6x6x5/8 460 (C) 0

V8 138' - 11" D13 18

1 WSP CANTOR SEINUK 7

' with the architectural 3D model to perform clash detection in areas 3 00° x9 5 D9 2L6x6x5/8 460 (C)

9 . . 0 4 3 1 4 ° 1 3 S8-4-2 Structural Engineer 1 4' - 7 1/2" 7 - 4' D10 2L6x6x3/4 400 (C) 1 15 W D12 W 14x82 D10A 2L6x6x7/16 330 (C) S8-4-2 M-E ENGINEERS, INC. 7.59° 8° 17 D11 2L4x4x3/8 SLRS 5 D11 Mech., Elec., Plumbing Engineers S8-4-2 D12 2L4x4x5/16 60 (C)

Pu=190K (C) 7' - 11 1/2" 4 D13 2L6x6x3/4 SLRS 5 WJHW W14x90 0A Pu=440K (T) 5/8" 3 - 9' D1 1/8" 8 - 2' 2 ' - 6 " D14 2L4x4x1/2 140 (C) Audio Visual Consultant D15 2L4x4x5/16 125 (T) 7 EQUAL SPACES30' - 3 3/8" D1 16 D16 2L4x4x5/16 110 (C) JACK L. GORDON ARCHITECTS P.C. 0 3 D9 S8-4-2 Consulting Architect 4 D18 2L4x4x3/8 107 (C) V7

Pu=365K (C) 2 ' - 5 " 8.0-PROMENADE DMJM/AECOM D8 D19 2L8x8x5/8 334 (C) RESERVED Civil Engineers 12 V6 D20 2L8x8x5/8 423 (C) D7 9 Pu=410K (C) 119' - 0" 0 D21 2L6x6x3/4 594 (T) S8-4-1 1 4 CODE CONSULTANTS, INC. - NYC x 7/8" 2 - 2'

V5A 4 D22 2L6x6x5/8 458 (T) SLRS. SEE DWG. S8-5-1 FOR 1 D Code Consultant DETAILS AND FORCE 6 W D23 2L6x6x5/8 400 (T) 6 REQUIREMENTS 17 x V5 D24 2L6x6x5/8 362 (C) 14 D TWO TWELVE HARAKAWA, INC. W 5 D25 2L6x6x1/2 162 (T) Environmental Graphics

V4 Pu=370K (C) D26 2L6x6x1/2 84 (C) D4 Pu=410K (C) D27 2L8x8x3/4 616 (T) MILLENNIUM SPORTS TECHNOLOGIES, INC. W

V3 1 V1 2L6x6x9/16 300 (C) Playing Field Consultant

D 4 3 0 ' - 5 " 3 x 6 1 17 0 V2 2L6x6x9/16 300 (C) 4x 9 7.0-PROMENADE 4 5/16" 1 - 30'

V2 1 Pu=370K (C) D W V3 2L6x6x9/16 300 (C) 4 2 LEVEL ROOF V4 2L6x6x3/4 480 (C) W8x24 102' - 4" V5 2L6x6x3/4 480 (C)

V1 3 Pu=30K (C) V5A W10X49 520 (C) D1 Pu=30K (T) 3 EQUAL13' - 3 1/2" SPACES W V6 2L6x6x5/8 460 (C) 5 8 x 4 4 Pu=30K (C) 2 V7 2L6x6x5/8 460 (C) 1 Pu=434K (C) 5 TOP OF STEEL V8 2L4x4x5/16 5 10 (C) 7 4 1 EL. 89'-8" x V9 2L4x4x5/16 40 (C)

7' - 4 13/16" 4 - 7' S8-4-1 4 6.0-PROMENADE 1 V10 2L4x4x5/16 23 (C) 4 W W14x311 LEVEL 90' - 10" V11 PL 6x5/16 13 (C) W14x311 V12 2L4x4x3/8 10 (C) 4

D D23 1 V13 W10X33 12 (T) 9 D22

' 6 8 D21 25 2 V13 V14 D20 D24 D D D27 V17 V14 2L6x6x3/8 227 (T) V18 V19 V20 V15 V16 Pu=303K (T) D18 0"6'-

*7' - 1" - *7' V15 2L6x6x5/8 405 (C) V12 V16 2L6x6x5/8 364 (C) W14x311 Pu=890K (T) V17 2L6x6x3/8 23 (C) W14x311 Pu=509K (T) BRACING POINT (TYP.) V18 2L6x6x3/8 124 (T) Pu=627K (C) Pu=9K (T) SEE DETAIL 6/S8-4-1 V19 2L6x6x3/8 58 (T) 2 EQUAL 2 EQUALW Pu=890K (C) 6 EQUAL SPACES 11 13' - 4 1/2" 9' - 6" 1 30' - 3 3/8" 4 V20 2L6x6x1 486 (C) SPACES SPACES X S8-4-1 1 8 3 2 S8-4-1 5.0-CLUB LEVEL NOTES: 73' - 2" 3 1. "Pu" DENOTES FACTORED AXIAL FORCE 2. "T" DENOTES TENSION & "C" DENOTES COMPRESSION 3. MINIMUM GUSSET PLATE THICKNESS TO BE 3/8" A cross-section of the upper portion of Citi 4. CONNECTIONS TO BE DESIGNED FOR GREATER OF ABOVE INDICATED FORCES OR 50% TENSILE Field’s seating bowl (courtesy WSPCS). CAPACITY OF THE MEMBER (0.5 Φ FyAg) august 2009 MODERN STEEL CONSTRUCTION 5. ALL W-SHAPED SECTIONS WITHIN TRUSS TO HAVE MINIMUM FULL DEPTH SHEAR CONNECTION U.O.N., BASED UPON 7/8" Φ A325 S-C BOLTS USING DOUBLE ANGLES

4.0 EMPIRE SUITES 4.0-EMPIRE SUITES 50' - 6" New York Mets York New CITI FIELD CITI

3.0-CONCOURSE LEVEL 39' - 2"

Construction 2.0 STERLING LEVEL DP-01Documents FOUNDATIONS 26' - 6" Issued For GMP October 12 ,2007 PACKAGE REVISIONS NO. DATE DESCRIPTION 1 08/21/06 MILL ORDER PR005 2 09/15/06 PR-008 3 10/18/06 CCD-001 4 12/18/06 CCD-013 1.0-PLAZA LEVEL 5 02/16/07 CCD-019 11' - 6"

1 BENT A ELEVATION @ GRID 1 SCALE: 1/8" = 1'-0" S7-1-1 MATCHLINE C B D A

NOTES: KEYPLAN MATCHLINE 1. SEE S8-4 SERIES DRAWINGD FOR TYPICAL TRUSS DETAILS AND PRECAST SEAT DETAILS (SEATS BY STEEL FABRICATOR). PROJECT NO. ISSUED BY: 2. SEE PLANS AND COLUMN SCHEDULE FOR MEMBER SIZES NOT SHOWN. 05-2647-00 WSPHOK SPORTCANTOR SEINUK 3. SEE S8-4 SERIES DRAWINGS FOR WORK POINT DIMENSIONS NOT SHOWN. DRAWN BY: REVIEWED BY: 4. WORK POINT DIMENSIONS MARKED THUS (*) SHALL BE COORDINATED WITH PRECAST CONTRACTOR. CAD BJ.S. B ISSUE DATE: 4 08/07/06 SHEET TITLE:

BENT A ELEVATION

PROJECT NORTH DISCIPLINE - CATEGORY - SUB-CATEGORY - SHEET S7-1-1

C Copyright HOK Sports Facilities Architects, P.C. to reduce the amount of braced frames spanning from a work point at the column crossing 183-ft-long arched steel roof trusses required, allowing for more open concourse centerline on the level below and a work point with bow-shaped cable tension chords. These plans. on the cantilever—to reduce the cantilevers’ massive trusses support considerable loads, lengths and thereby increase their natural fre- including two levels of steel-supported con- Vibration Analysis quency. It also increased the top and bottom crete slabs with 100-psf live loads and a 4-in. Jeff Wilpon, the Mets’ COO, sought an flanges of the trusses to increase the stiffness of concrete topping slab. intimate ballpark. In order to achieve his the cantilever and, again, increase the natural request, the architect stacked the seating bowl frequency of the truss. levels vertically, allowing for all the seats, including those on the Excelsior Level and Permanent Exposure Developer Promenade Level (upper deck) levels, to be as More than half the steel in the ballpark is Queens Ballpark Company, LLC, New York close to the field as possible. Since the levels do permanently exposed to the environment. In Architect not step back and the columns must be located order to provide the most corrosion-resistant Populous (formerly HOK Sport+Venue+ behind the seating bowl, large cantilevers were structure possible, the design team invested Event), Kansas City required at these two levels. Given that this is considerable effort in creating details that Structural Engineer a ballpark, the cantilevers were susceptible to allowed for completely shop-painted members. WSP Cantor Seinuk, New York fan-induced vibrations. As such, the engineers Most members have shop-applied primer and Steel Fabricator and Detailer performed a thorough vibration analysis on finish coat, and all members are completely Canam Steel Corporation, Point of Rocks, the entire seating bowl superstructure. The shop-painted with zinc-rich primer. At the Md. and Saint-Gédéon-de-Beauce, analysis modeled the entire structure, includ- connections, specifically at the faying surfaces, Quebec (AISC Member) ing the precast seating bowl, so as to consider the top coat was left off to allow for slip-critical the interaction between it and the steel canti- connections. The zinc-rich primer allowed for Steel Erector levers. An optimized vibration analysis enabled a class-B faying surface, which provides 50% Cornell and Company, Woodbury N.J. the design team to tune the cantilevers by greater slip-critical bolt capacity compared to (AISC Member) adding steel where it would be most effec- a class-A faying surface. Construction Manager tive in reducing vibrations. The design team Moving inside, the Jackie Robinson Hunt/Bovis Lend Lease Alliance II (a Joint added kickers—one-story diagonal members Rotunda portion of the project features two Venture), New York

MODERN STEEL CONSTRUCTION august 2009