COVER FEATURE Precast Concrete Transforms the University of Oregon’s Autzen Stadium Walter J. Korkosz, P.E., S.E. Located in Eugene, Oregon, Autzen Stadium at the President The Consulting Engineers Group, Inc. University of Oregon is one of the premier college San Antonio, Texas football venues in the United States and home of the Oregon Ducks. The continued success of the football program impelled the University to upgrade the stadium facilities to meet the demands of a top-level competitor in NCAA Division I athletics. In less than nine months, over 25,000 lineal ft (7600 m) of seating, 32 new luxury suites, and a private 3000-seat club and lounge level were created. The use of a precast concrete system Ali A.K. Haris, Ph.D., P.E., S.E. allowed completion of the stadium expansion and President renovation work in record time without Haris Engineering, Inc. Overland Park, Kansas interruption to the scheduled athletic program. This article explains how project design challenges and high production levels were achieved within an unremitting construction timetable. utzen Stadium is one of the premier collegiate foot- ball venues in the United States. Located on a 90- Aacre (36 ha) site on the University of Oregon campus, just north of the picturesque Willamette River in Eugene, Dusty Andrews Oregon, Autzen Stadium was originally constructed in 1967 Design Engineer at a cost of $2.5 million. The old stadium consisted of an Morse Bros., Inc. Harrisburg, Oregon earth-filled bowl with a cantilever roof designed to protect 1000 people, most of whom were stadium sponsors. In recent years, the continued success of the college’s football program fueled the University’s desire to signifi- cantly upgrade and expand the stadium facilities to meet the demands of a top-level competitor of NCAA Division I athletics. Home to the University of Oregon Ducks football 44 PCI JOURNAL Fig. 1. Aerial photograph of Autzen Stadium at the University of Oregon in January 2002. The view is southward and shows earthwork at the start of renovation construction. (Aerial photos, except Fig. 3, courtesy of Hunt-Wildish JV; all other photos courtesy of Morse Bros., Inc.) team, Autzen Stadium is noted as being one of the nation’s most intimi- dating collegiate stadiums (see Fig. 1). Two main ideas were essential for the successful realization of the Uni- versity’s vision for this project. First, the stadium’s architecture had to make a bold visual statement while maxi- mizing functionality. Second, stadium construction could not adversely affect the current or upcoming football sea- sons. The owner’s mandate for fast- track project delivery required all de- molition and on-site construction to be carried out between the last game of the 2001 season on December 2 and the first game of the 2002 season on August 27. The use of precast concrete building components allowed both cri- teria to be met. Fig. 2. The bold line of the architectural precast panels accentuates the entrance to Autzen Stadium. The three-year design and docu- mentation process, led by the archi- tectural firm of Ellerbe Becket of to support enhanced concession ser- ing media operations (see Fig. 2). Kansas City, Missouri, produced an vices and a 20,000 sq ft (1858 m2) At a finished height of 170.25 ft expansion and renovation solution public lounge, as well as spectacular (51.9 m), the completed structure that added 12,000 seats and renovated views of the Willamette River Valley. stands almost 14 stories tall. Over 18,000 of the original stadium’s Two levels in the new press tower 15,000 cu yd (11,470 m3) of concrete 42,000 seating capacity. A private, el- contain 32 private suites, while the and 1612 precast concrete pieces were evated club level was also constructed topmost level is dedicated to support- used in the stadium expansion project. May-June 2004 45 Table 1. Type and number of precast concrete components. tural design of the new Autzen Sta- Precast component Number dium needed to accommodate signifi- Columns 59 cant expansion – a capacity increase Y-columns 28 of almost 30 percent – and at the same Raker beams 68 time produce bold lines and dynamic Stairs 32 original forms. The final design Risers 432 needed to create a venue with in- Wall panels 119 creased seating capacity, yet retain the Vomitory panels 113 stadium’s original sense of intimacy Beams 120 with the gridiron action. 8 in. hollow-core slabs 74 Because of the massive scale of the 12 in. hollow-core slabs 393 proposed structure and its projected Spandrels 57 service and upkeep requirements, ma- Miscellaneous components 117 terials for the expansion were selected Total number 1612 with an eye towards creating a facility that could be easily and economically Note: 1 in. = 25.4 mm. maintained for many seasons to come. The exposed structure of the seating Table 2. Project schedule for the construction. bowl is fabricated of structural and ar- Construction element Start date Completion date chitectural precast concrete, forming a Design March 1999 March 2001 graceful curve that effectively extends Excavation work November 2001 December 2001 the existing seating bowl configura- Precast production September 2001 March 2002 tion while preserving the intimate feel Precast erection January 2002 April 2002 of the original single-bowl concept. Demolition November 2001 January 2002 Construction December 2001 August 2002 Engineering and Analysis Ellerbe Becket’s engineers and ar- chitects carried the project through the design and development phase, and presented various preliminary schemes to the University. Haris Engineering of Overland Park, Kansas, assumed re- sponsibility for the structural engi- neering and provided the engineer of record after the design and develop- ment phase was completed. The firm continued to oversee the project through the completion of construc- tion. A complete three-dimensional structural analysis and design was performed for the side structures and center tower using the STAAD 3 gen- eral analysis and design program. Be- cause the project inherited plan and geometric irregularities induced by the original stadium configuration, the spectral dynamic analysis that was Fig. 3. The original stadium, circa 1967. The plan mimicked the Oregon “O” logo used followed the State of Oregon and the cantilever roof canopy protected approximately 1000 stadium sponsors. Structural Specialty Code, which is based on the 1997 edition of the Uni- The total project cost for demolition, form Building Code (UBC). The renovation, and expansion of the BOLD DESIGN geotechnical study for the site re- Autzen Stadium was about $90 mil- The existing structure had an un- vealed that the site-specific accelera- lion. The precast concrete portion of usual geometric plan; when seen from tion response spectrum was smaller the contract was $6.9 million. Tables 1 above, the plan mimicked the standard than the UBC spectrum for the local and 2 list the precast concrete compo- “O” logo used by the University as an soil type in Seismic Zone 3. nents and project schedule. identifier (see Fig. 3). The architec- The UBC spectrum was used for the 46 PCI JOURNAL elastic dynamic analysis. Nearly 100 vibration modes were included in the analysis to capture 90 percent of the participating mass of the structure in calculating the response for each prin- cipal horizontal axis. Basic loads in- cluded gravity dead and live loads, wind loads, seismic dynamic loads, and thermal change effects. Two sets of load combinations were created for the design. One set for the LRFD steel design included a special load combination for the steel column design with amplified seismic loads. The second load combination was used for the concrete member design. The seismic loading was the major load governing the design of most members, both steel and concrete, along with the dead and live loads. Fig. 4. The precast concrete seating units The precast were modeled as shell elements, and Y-columns the resulting diaphragm’s shear forces braced by steel struts function were used to design the connections as lateral load between the precast concrete units and resisting frames the support rakers. The concrete while providing columns and rakers were initially an open sized based on a simplified gravity aesthetic look. analysis for the model’s input data. Based on the results of the analysis, the members were redesigned in order to arrive at realistic cross-sectional di- mensions, and then the model’s input data were updated. Several iterations were performed to determine the final precast concrete member sizes. The dynamic analysis was sensitive to col- umn and raker dimensions with re- spect to both stiffness and mass changes. Additional mathematical models were produced for the vibration analy- sis under live loads. Once the final sizes of the concrete and steel mem- bers had been determined, SAP 2000 Models were produced for plane frames, with lumped masses at several joints along each member. Dynamic (forcing) function coupled with a live Fig. 5. Y-column and sloping architectural loadbearing spandrels form the impressive load of 32 psf (156 kg/m2) were used exterior façade of the stadium. for the excitation dynamic analysis ac- cording to the 1990 National Building Code of Canada (NBCC) and AISC celeration caused by spectators’ rhyth- Steel Design Guide No. 11. mic excitation movements during a Columns and Architectural Design In addition, the end of the steel can- sporting event. The acceleration re- Precast concrete elements fabricated tilevers at the suites and press levels, sults were kept below the maximum for the project include the entire seat- the back of the cantilever precast con- values recommended by NBCC; these ing bowl assembly, as well as the base crete rakers, and the midspan of the results equaled 5 percent of the ground of the press tower structure.