Structural Design Of Philippine Arena
DJournal of Civil Engineering and Architecture 10 (2016) 405-416doi: tural Design of Philippine ArenaJong Soo Kim, Hyun Hee Ryu, Duck-Won Cho and Keum Jung SongCS Structural Engineering, Seongnam, Gyeonggi 462-807, KoreaAbstract: The Philippine Arena Project is a large domed roof structure. The arena volume is significant, with 227 m 179 m ellipseshaped space standing, which is the largest non-column arena in the world. Reinforced concrete is used for the bowl structure andmain seismic resisting system is considered as dual system. For the structure above Level 04, steel rakers and columns are applied.To identify seismic resisting performance of steel structure, push over analysis had been carried out. Pre-cast concrete plank isplanned for arena seating to meet constructing ability. The roof structure is grid type space frame. Tension trusses are located underthe space frame for overall stability of roof structure. Wind tunnel test had been conducted to evaluate accurate wind pressure forboth structure and cladding design. LRB (lead rubber bearing) is located under the roof structure to reduce seismic force deliveredfrom sub-structure.Key words: Spatial structure, space frame, arena, dome, isolator, lead rubber bearing.1. Introduction Philippine Arena (Fig. 1) site is located in BarangayDuhat, Bocaue, Bulacan, which is north-west side ofManila, capital of Philippines. It is a 50,000 seateddomed roof structure which is the largest non-columnarea in the world, measured to be around 227 m 179 m. It opened in July 2014 to hold 100-yearanniversary ceremony of INC (Iglesia ni Cristo). Afterthe ceremony, it has been used as a concert hall andsports activities, also. As the construction period waslimited, Philippine Arena was constructed asfast track.There were preliminary concept design group withlocal architects and engineers. After that, HanwhaE&C (Hanwha Engineering and Construction Corp.)won a contract to cover design and build. CSSE (CSStructural Engineering) Inc. and HA (HaeahnArchitecture) joined with Hanwha E&C as a designgroup to provide SD (schematic design), DD (designdevelopment) and CD (construction documents).Philippine Arena can be divided into four majorparts: roof, upper bowl (above of Level 04), lower bowlCorresponding author: Jong Soo Kim, CEO, research field:structure engineering.and service core with loading dock. Roof and upperbowl are steel system and lower bowl and service coreare reinforced concrete system (Fig. 2).2. Design of Lower BowlAs long as Philippine is in strong ground motion area,structural members were mainly governed by seismicforce. For this reason, it was very important to selectproper seismic force resisting system from thebeginning of the structural design [1, 2]. From theanalysis, it was found that frame was resisting about43% of seismic load and shear wall was resisting 57%(Fig. 3). From this result, dual system had beenselected for lower bowl. This means at least 25% oflateral load should be resisted by frames without shearwalls. Hence, adequate reinforcing on column andgirder was applied for ductile behavior of theframe.For seating plank, PC (pre-cast concrete) wasapplied for constructability and economic quantity ofmaterial. Also, PC stand was planned for diaphragmaction of bowl structure. Axial displacement of PCstand, due to gravity and temperature load, waschecked and short slotted hole was appliedon connection detail with rakers. With the slotted hole,
Structural Design of Philippine Arena406Fig. 1Philippine Arena.displacement only for the amount of the gravity andtemperature load can be acceptable. And if there ismore displacement than the length of slotted hole, dueto lateral load, stand elements start to act as adiaphragm. To find out in-plane force (diaphragm force)of PC stand, it was considered as plate element in FEM(finite element method) analysis.3. Design of Upper BowlUpper bowl [3, 4] is supported by 4-way inclinedcolumns (Fig. 4). From the seismic resisting systemcategories on design code, SCBF (specialFig. 2Structural summary of Philippine Arena.concentrically braced frame) and SMRF (specialmoment resisting frame) could be applied for upperbowl system. For SCBF, it was required that plastichinges shall be originated on braces first, not columns.This means columns of SCBF shall remain in elasticrange to resist gravity load safely, even under severeearthquake. From the analysis modelling, inclinedcolumns behaved like braces (axial force governed) butthey should resist gravity load, too, as if they werecolumns. So applying SCBF for upper bowl wasinadequate. Otherwise, SMRF requires the frameaction and plastic hinges from lateral loads shall beoriginated on girders. However, the upper bowlstructure acted like braced frame as mentioned above.Therefore, applying SMRF was inadequate either.To conclude, it was difficult to apply seismicresisting system categorized in design code. However,from the shape of structure itself, it is expected that ithas enough stiffness to perform elastic behavior onseismic force. To confirm safety of the structure, pushover analysis was performed which can estimatecapacity of structure resisting seismic load. As a result,it was clarified that columns, rakers and girders ofupper bowl remain in elastic range in case of earthquake.
Structural Design of Philippine Arena407Structural elements were designed with amplifiedseismic force by over strength factor (Ω 2.8) to besafe at the force level with elastic response.4. Roof System4.1 IntroductionLateral force sharing ratioFig. 3Lateral force sharing ratio of lower bowl.The roof size of Philippine Arena [5-7] isapproximately 227 m 179 m. Roof shape was drawnfrom the torus shape and span-rise ratios were 0.096for major axis and 0.055 for minor axis (Fig. 5).Because the roof does not have enough rise height toexpect arch action, deriving reasonable system for roofwas quite challenging issue for structural engineer.4.2 Roof Structural SystemFig. 4Columns of upper bowl.Fig. 5Overall geometry of roof structure.Fig. 6(a)(b)Applicable space frame: (a) radial; (b) grid.Spatial structures are divided into two groups: rigidstructure and flexible structure. The flexible structure islightweight which can control long span economically,but it has limitation in selection of finishing materialselection. The rigid structure can control long span aswell, but limited to satisfy shape of structure. The roofstructure of Philippine Arena had many restrictionssuch as metal cladding and low span-rise ratio. Thus,Space frame was selected to be the most satisfactorystructure to perform 180 m long span.Applicable space frame types were divided into twogroups (Fig. 6): Radial type could distribute externalforce uniformly to the outer ring, and it had bettershape resistance performance with multi-layered rings;Grid type had lower efficiency of outer ring becauseexternal load was concentrated on partial areas only.However, Philippine Arena has ellipse shaped roof,radial type space fame could arise many problems suchas increasing number of element and size of connection,and it required various shapes of secondary elementsfor cladding and internal ceilings. Also, for roofstructures with low span-rise ratio are tend to rely onvector action, so forming the radial type did not havegreat effectiveness.Therefore, the space frame was selected to be
Structural DesignDof Philippine Arenaa408formed as a grid type beecause it had great advantagesming structurall modulation.from becomTo form space framee such like, horizontal thhrustshall be restrained alongg the roof eddge to keep archaction for doome structurees. Thus, outer tension rinng isvery importaant.The tensioon ring (Fig. 7) is effective when the shhapeis close to perfect circlle. Philippine Arena rooof iseannd the tensioon ring can notshaped of ellipticityeffectively restrainrthe displacementdrof edge of roof.The curvatuure of y-directtion is larger than x-directtion,and the dissplacement ofo y-directionn is larger thanx-direction. Thus, it is required to installiadditiional(8) that helps restrainningsub-tensioniing member (Fig.action in y-ddirection.The perfoormance of shhape resistancce is low fromm thelow span-risse ratio of roof structure. The tension ringh tension trussses can sharee its stress annd stiffness offwiththe roof is inccreasing. As a result, thhe deflectionndecreased effectively.Itt is better byy increasing structure’s stiffnesssthannonlyy deploying tensiontring oof restrained condition. Ittis optimumoto coontrol deflectiion when the tension trussslocaates close to center, but tto be well baalanced withharchhitecture desiign, the tensiion trusses arre planned toobe locatedlat onne-third of sppan, two places. Installinggtenssion truss cancbe alsoo effective forfresistinggsnappping bucklinng.4.2.14Gravity Load Resistaance SystemGravityGload resistancersysstem (Fig. 9) is composeddwithh space frame forming thee shape. Tenssion ring anddtenssion trusses securesthe stiiffness and columns.cTheespace frame restrained by thhe outer tenssion ring cannmly through thhe arch action.disttribute gravityy load uniformTeension ringFig. 7Tensiion ring of the roof system.Tensioon trussFig. 8Sub-ttension truss.
Structural Design of Philippine ArenaFig. 9Fig. 10409Gravity load resistance system of roof.Wind tunnel test.Tension trusses help to restrain the movement of theroof edge, which increase the vertical stiffness ofwhole roof structure. The loads transferred to tensionring and tension trusses are carried down to thesub-structure through the supporting columns.4.2.2 Lateral Load Resistance System—Wind LoadWind loads on roof structure can be categorized intopositive and negative pressure. As long as it is out ofplane pressure, the behavior of wind load is similar tothat of gravity load.Philippine is in a region which experiences typhoon,so it is recommended that wind tunnel test (Fig. 10)should be performed to estimate design wind pressure.To evaluate more accurate wind pressure, wind tunneltest was conducted.The dome had been divided into 42 tributary areasand panels. The net pressure on a panel was obtainedby combining the external pressure coefficients actingon the tributary area by simultaneously differencing theexternal and back pressure acting on the area. Theexternal pressure was determined based on the areaweighting of the pressure sensors monitoring thepressures of the tributary area.Wind tunnel test result showed that most part of theroof wind pressure is similar or little below than windload from code except cantilevered roof area. Thisresult was considered reasonable and applied to roofstructure design. For the area that result of wind tunneltest was much smaller than code, the 80% of code valuewas applied.4.2.3 Lateral Load Resistance System—SeismicLoadSeismic behavior of spatial structure was differentfrom that of general structure. In spatial structure, evenhorizontal seismic load happens to cause verticalvibrations (Fig. 11). As vertical vibrations have adecisive effect on the whole structure, careful reviewwas highly required by structural engineer.For the reasons mentioned above, static and dynamicanalysis (response spectrum analysis and linear timehistory analysis) were conducted for seismic load.The earthquake wave of linear time history analysiswas made by extracting the three artificial seismicloads, using response spectrum of MCE (maximumconsidered earthquake) level. These earthquakesshould be scaled down to 2/3 and applied to thestructural DBE (design based earthquake) level.
Structural Design of Philippine Arena4101st mode 2nd mode(a)Vibration of low rise dome structure: (a) horizontal vibration mode; (b) vertical vibration mode.FunctionFig. 11(b)Frequency (Hz)Ground accelerationFig. 12Response accelerationComparison of ground and response acceleration.When ground acceleration passes the structures,response acceleration may be reduced or amplifiedaccording to dynamic characteristics of each structure.Hence, five points of the roof supports were selectedfrom different sub-structure (three points from upperbowl, two points from service core). Then, responseacceleration was compared with ground acceleration(Fig. 12). As Philippine Arena had short period, theresponse acceleration was greater than two to fourtimes than ground acceleration itself.For the reasons mentioned above, base isolation wasapplied for roof structure to minimize the amplificationof seismic load from sub-structures. The detailed timehistory analysis procedure is explained in Section 4.5of this paper.4.3 Roof Support SystemNumber and location of columns had been modifiedfrom preliminary design to distribute load uniformlysince space frame was selected. Separated roof supportcolumns were combined and became to connectdirectly to inclined column of bowl. As a result, span ofroof got larger, but the column axial force had beenreduced and roof stiffness was increased since columnbay got shorter (Fig. 13).Current roof shape was drawn from torus, sospan-rise ratio at the border area was small compared tocenter area of roof. By reducing supports of space at theborder, it was able to generate balance of roof element.Various alternative studies to find the best solution areshown in Fig. 14.For Alternative 1, elements size was larger becausethe span was further between the supports.For Alternative 2, supports were added in themachinery room at back of stage to achieve economicdesign by reducing span size of roof. However, thesupports in the end of span and middle occurred upliftand compression force due to different span distance ratio.
Dof Philippine ArenaaStructural Design411Preliminary designn (truss system))TrussPreliminary spott (concept desiggn)Dessign shift (spacee frame system)Shhifted spot (schhematic design 100%)Fig. 13Roof support moddification (conffiguration).Alternativve 2Alternative 1FinalAlternative 3Additioonal supportIrreegular supportlocaationEliiminate supporttFig. 14Roof support study (location).For Alterrnative 3, thhe solution ofo Alternativve 2changed to makemcantilevver at short sppan and elimiinatethe external suppport, but stress concentrattion occurreddin certaincarea byy a rapid channge of support.
Structural Design of Philippine Arena412Final solution was to prevent these problemsdiscussed above, and maintained constant supportaround perimeter of the structure as moving support tomachinery room that effect to span reduction by havingsame number of supports.4.4 IsolatorThe basic concept of base isolation is placingflexible element between upper and lower structure toreduce movement of upper structure. It can preventseismic load to be delivered to upper structure andreduce overall damage of upper structure.For Philippine Arena, LRB (lead rubber bearing)was applied as a base isolation system for its highenergy dissipation ability. The lead core inside of theLRB provides the specific behavior which has differentstiffness as external force reaches to designated value.From these characteristic of the LRB, displacementcaused by normal use can be absorbed while lead coreremains in elastic range. And against severe lateralloads like seismic load, it can provide high energy1,500For spatial structure with no columns inside, roofstructure (Fig. 16) should resist external force with itsshape.While beam and column structure resist externalforces by their bending and shear capacity, most spatialroof structure resist external force by axial and in-planecapacity of members, same for space frame system.However, space frame system can havesnap-through or bifurcation problem (geometricnonlinearity which can result in large deformationthrough the whole structure). Also, slender members in500Member force (kN)Acceleration (gal)4.5 Non-linear Snapping Analysis1,0001,0005000 500 1,000 1,5000absorption capacity.To confirm effectiveness of the LRB, responseacceleration and member forces were comparedbetween two cases, with and without LRB. When theisolators were installed, the response acceleration andmember forces were reduced significantly as shownbelow (Fig. 15). Thus the structural design wasprogressed including stiffness of isolators.0 500 1,000 1,500 2,000 2,500 3,00051015202530 3,5000510(a)Fig. 15(b)Effect of LRB: (a) response acceleration; (b) member force—element No. 7930.(a) 1st modeFig. 1615Buckling mode shape of the roof.(b) 2nd mode202530
Structural DesignDof Philippine Arenaa2.5w/o isolaator4133w/ isoolatorPeriodShiftAcceleration (g)2.01.5EQQ1EQQ2EQQ3MMCENSCP 1.510.50.00.00Fig. 17Fig. 181.002.003.004.00Time (sec)5.006.00Specctra of artificiaal earthquake ground motionns.Roof only model.roof structurre can reduce structural staability when locallbuckling is occurredo(maaterial nonlineearity).Thereforee, geometricc and matterial nonliinearanalysis [8]] is highly recommendeed to secure thestability of spatial structture. Geomettric and materialaof the Philippine Arena roofnonlinear analysisstructure waas performed using Abaqus.4.6 Time Hisstory AnalysissIn order tot analyze thhe roof structture and isolaatorscontrolling seismic looads exactlyy, time hisstoryA mentionedd inanalysis [9--11] was peerformed. AsSection 4.2.3, The eartthquake wavve of linear-ttimemby extrracting the threethistory anallysis was madeartificial earrthquake, usinng response spectrumsof MCEMlevel (Fig. 17). These earthquakesesshouldbe sccaleddown about 2/3 and reflected to the strructural desiggn atDBE level.TheTstructure can be divided intoo roof anddsub-structure thrrough the isoolator. For convenience offanaalysis, sub-strructure can be designedd taking intooaccount the reacction of the rooof which is calculatedcbyyhthe rooffroof only modell (Fig. 18). On the other hand,n be analyzedd by taking innto account thet translateddcanloadd (or support acceleration)) from sub-strructure underrthe seismic load.ForF reasons listed beloww, the analysis procedureeusinng each moodels (roof and sub-strructure) wassexppected to achieve approximmate result:(1) Roof onlyy model cannnot consider displacementdtswhich is caused by roof;of sub-structure(22) Because same responnse of sub-structure wassappplied to roof only model due to naturee of analysissmetthod, roof onnly model coould not refllect dynamiccchaaracteristic off sub-structuree exactly.So,Sthe anaalysis using roof only model wassperfformed on SDS and DD stage for connvenience offanaalysis. On CDD stage, the earthquake analysis wassperfformed by fuull model.4.6.14Roof Onnly ModelAsA mentioned above, on SDD and DD stagge, simplifieddrooff only model was used foor conveniencee of analysis.Thee precision ofo simplified method waas subject tooanalysis conditioons which wwas equivalennt to originall
Structural DesignDof Philippine Arenaa414condition. ToT make thiss, it was immportant that theassumptions were minimmized which could affecct toanalysis.mbeloww conditions werewIn case off roof only model,considered:(1) The deeformation off sub-structurre which suppportsroof is insignificant, soo it does nott affect the roofstructure greeatly;(2) The groundgacceleeration (EQ 1 3)1is ampliifiedby the sub-sstructure. Thhe amplified acceleration (EQ1A 3A) is delivereddto rooof under seismic load;(3) The accelerationadelivered froom sub-strucctureaffects everyy support unifformly.Based on the assumpttion, acceleraation which isi tomis estimmated. Five poointsapplied on thhe roof only modelwhich are exxpected to apppear differencce of stiffnesss areselected. Thhen, responsee accelerationn was comparedwith groundd acceleration at these poinnts. The structture,having the performancepo short period, showed ressultsofthat responsse acceleratioon is greater than two to fourtimes at these supports. For this reasson, the isolaationaunderr the roof struuctures in order tosystem was appliedminimize thhe amplificaation of seissmic load fromfsub-structurees.4.6.2 Fulll ModelOn CD sttage, the full model analyysis (Fig. 19) wasperformed to supplemennt inaccuracy of the roof onlyathe roofmodel analyysis. Throughh full model analysis,y model anaalysis was veerified and acctual seismicconlyeffeect on the rooof was reviewwed. EQ 1 3 which is theeorigginal ground acceleration wwas applied ono full modellanaalysis.TheT validity of the roof oonly model analysis wassjudgged by commparing thee amplified accelerationnappplied on roof structureswithh the responsee accelerationnof roofrsupportts from the ffull model analysis.aTheeresuults are as folllows:AsA in Fig. 200, the maximuum values off accelerationnare similar. Evenn if there is ssome effectivveness due toothiss difference, it is expecteed not to afffect on totallstruucture largelyy.ChangesCof dyynamic charaacteristics werre verified byycommparing the eigenvalueeannalysis resultts of the fulllmoddel and the rooof only modeel (Table 1). TheT differenceeFig. 19Full moddel.3,0002,0001,000RoofFull0 1,000 2,000 3,000Fig. 20Time (sec)Diffeference in accelleration between two modelss.
Structural DesignDof Philippine ArenaaFig. 21Table 141551st mode2nd mode1st mode2ndd mode3rdd mode4th mode3rd mode4thh mode7th mode5th mode5thh mode(a)de shape of thee two models: (a)( roof only model;m(b) full model.mMod(b)7th modeEigenvalue compaarison of the twwo model.Mode1st mode: trannslation-X2nd mode: traanslation-Y3rd mode: rottation-Z4th mode: traanslation-Z5th mode: rottation-Y7th mode: rottation-XRoof only model0.4500.4950.6891.0411.2191.515Frequency (Hz)(Fulll e0 4 3 6 6 6Fx 26,235 kNN(a)Fx 25,988 kNN(b)Fig. 22Memmber force in lower chord coomparison: (a) roof only moddel; (b) full model.of eigenvaluue between twwo models is under 6%, andboth of themm represent saame mode shaapes (Fig. 21)).Also, in orderoto evaluuate effect off seismic loadd onthe roof struucture, the loower chord membermforcees oftension trusss where thee largest streess occurs werewcompared (FFig. 22). Thee axial force of the roof onlyomodel analyysis under EQQ 1A 3A and the axial forcce ofthe full model annalysis underr EQ 1 3 werre compared,,d it shows samme results.andAsA referred abbove, it is revviewed that validityvof theeroof only modeel on SD, DDD stages by checking itssponse accelerration, eigenvvalue and meember forces.respConnsequently, thet structurall system revview throughhsimmplified modeel is considereed as approprriate method.
Structural Design of Philippine Arena4165. ConclusionsThe Philippine Arena consists of a roof structure,upper bowl, lower bowl and service core with loadingdock. This paper introduces main design issues instructural design of the structure. It explained whatsystem each part has and how it performs. Since thestructure is the world’s largest non-column arena in theworld, structural design of the roof system wasexamined thoroughly from shape of supporting columnto time history analysis. The Philippine Arena Projectwas a great chance to perform various studies forspatial structures.References[1][2][3]American Concrete Institute Committee. 2008. BuildingCode Requirements for Structural Concrete andCommentary (ACI318-08). Michigan: American ConcreteInstitute.Architectural Institute of Korea. 2007. Korean StructuralConcrete Design Code 2007. Seoul: ArchitecturalInstitute of Korea.American Institute of Steel Construction Committee.2003. Manual of Steel Construction: Load and ResistanceFactor Design. Chicago: American Institute of SteelConstruction.[4] American Institute of Steel Construction Committee.2010. Specification for Structural Steel Buildings.Chicago: American Institute of Steel Construction.[5] Architectural Institute of Korea. 2007. Design of SpatialStructure. Seoul: Architectural Institute of Korea.[6] Architectural Institute of Korea. 2006. DesignDevelopment of the Design and ConstructionalTechnique for Large Space Structures. Seoul:Architectural Institute of Korea.[7] Kōichirō, H. 1986. Shells, Membranes and Space Frames.Amsterdam: Elsevier.[8] Seong, D. K. 2007. Research of Nonlinear Snapping ofSpeedom’s Upper Structure. Technical report for CSStructural Engineering, Se-myung University, Jecheon.[9] Association of Structural Engineers of the Philippines.2010. National Structural Code of the Philippines 2010(NSCP 2010). Manila: Association of StructuralEngineers of the Philippines.[10] International Code Council. 2009. International BuildingCode 2009 (IBC 2009). Birmingham: International CodeCouncil.[11] International Conference of Building Officials. 1997.Uniform Building Code 1997 (UBC 1997). Brea:International Conference of Building Officials.
Structural Design of Philippine Arena Jong Soo Kim, Hyun Hee Ryu, Duck-Won Cho and Keum Jung Song CS Structural Engineering, Seongnam, Gyeonggi 462-807, Korea Abstract: The Philippine Arena Project is a large domed roof structure. Th
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