Challenges and Opportunities for the Structural Design of the Jamsil Lotte World Tower
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1 Challenges and Opportunities for the Structural Design of the Jamsil Lotte World Tower Jong-Ho Kim, P.E., CEO & Chairman,
2 LOTTE WORLD TOWER Height 555 m (1,821 ft) Floor Count 123 above ground 6 below ground Floor Area 304,081 m 2 Client Lotte Corporation Architect BAUM(AOR) KPF(SD, DD) Structural Engineer Chang Minwoo(EOR) LERA(SD, DD) Thornton Tomasetti (Peer Review) General Contractor Lotte E&C
3 Introducing Gangnam-Gu Structural Integrity Serviceability Economic Efficiency and Health Assessment of LOTTE WORLD TOWER Jamsil, Songpa-Gu 3
4 Seoul International Finance Center Tall Buildings in Seoul Courtesy of SkyscraperPage.com
5 Founded in 1989 by Mr. Jong-Ho Kim (Chairman and CEO) Lotte World Tower (123FL, 555m, Seoul, Korea) Seoul International Financial Center (55FL, 284m, Seoul, Korea) Busan Lotte World II, Phase 1, 2 and 3 (107FL, 494m, Busan, Korea) Incheon International Airport Terminal II (Incheon, Korea) 5
6 Chang Minwoo Works by Year Leading the History of of Landmarks in in Korea!!
7 Structural System Lateral Resistance System Core Wall Outrigger Belt Truss Core Wall + Outrigger / Belt Truss + Mega Column RC Wall (t=2000~500mm) Steel (L39~44, L72~76) Steel (L72~76, L104~107) Mega Column RC Mega Column (3.5 x 3.5m 2 ) Slab Foundation Material Office & Officetel Hotel Steel Beam + Deck Slab Flat Slab Mat Foundation (t=6500mm) Concrete: f ck = 30 ~ 80MPa Rebar: f y = 400~600MPa Steel: f y = 235~650MPa Premium Office BELT TRUSS 7
8 Structural System Location Decision ALT. 1 ALT. 2 ALT. 3 ALT. 4 Outrigger 2 sets 3 sets 2 sets 3 sets 3 sets Belt Truss 2 sets 6 sets 6 sets 5 sets 2 sets Outrigger + Belt Truss Lateral Load Share L104 L104 L104 L104 L104 L072 L039 L072 L059 L039 L021 L011 L072 L059 L039 L021 L011 L072 L072 L059 L039 L039 L021 L % 30.2% 30.2% 29.9% 28.5% 8
9 Lateral Load Wind Load Code: KBC 2009 Exposure: B Basic Wind Speed: V=26 m/s(for drift check) V=30 m/s(for strength design) Seismic Load Code: KBC 2009 Site Coefficient: S=0.176 (Seoul) Response Modification Factor: 4.0 Importance Factor: I E =1.5 Seismic Design Category: C HFFB Model Aeroelastic Model 9
![(Seismic) [X direction] 0.](/docs-images/72/67783249/images/10-3.jpg "00501 0.01 (O.")
10 Lateral Load Max. Displacement & Story Drift Base Shear Max. Displ. (Wind) δ x = 57.42cm (H/921) δ y = 73.18cm (H/723) Story Drift (Seismic) [X direction] (O.K) [Y direction] (O.K) Overturning 10
11 Lateral Load Response acceleration for wind load 11
12 Foundation Size : 72m X 72m X 6.5m Allowable Bearing : 3,000 kpa Reaction : 2,590 kpa < 3,000 kpa (O.K) f ck = 50 MPa (Low heat- High flexible Concrete) Φ1,000 PRD Foundation Reinforcing : To minimize settlement under core walls and mega columns 12
13 Foundation Steel 4,200 ton Concrete 3,400 m 3 Continuous Placing for 32 hours 13
14 Settlement 14
15 Underground Level B06 ~ B01 RC Beam + RC Slab Max. Effective Span = 17m Mega Column (3500X3500) RC Slab (THK. = 150) Shuttle Elev. Wall (THK. = 1600) Perimeter Girder (1000X1000) Sub Column (1000X1000) Core Wall (THK. = 2000) RC Beam (1000X900) 15
16 Office Level L013 ~ L038 Steel Beam + Deck Slab Story Height = 4500mm Max. Effective Span = 17m Mega Column (3200X3200~2800X2800) Deck Slab (THK. = 130) Spandrel Girder (BH-1200X550X25X50) Steel Beam (BH-480X350X20X40) Core Wall (THK. = 1200~1800) 16
17 Office Level 17
18 Office Level 18
19 Officetel Level L044 ~ L071 Steel Beam + Deck Slab Story Height = 3900mm Max. Effective Span = 15m Mega Column (2800X2800~2000X2000) Deck Slab (THK. = 150) Spandrel Girder (BH-650X600X20X80) Core Wall (THK. = 600~800) Steel Beam (BH-480X300X15X30) 19
20 Officetel Level 20
21 Hotel Level L074 ~ L101 Flat Slab Story Height = 3600mm Max. Effective Span = 12m Steel Column Perimeter Beam [A-A Section] A A Perimeter Column (Box - 400X20X50) Drop Panel (THK = 500) Flat Slab (THK. = 225,280) 21
22 Hotel Level 22
23 Floor Vibration Code : AISC, Floor vibrations due to human activity [Office] [Hotel] Found all floor vibrations O.K. 23
24 Lateral Resisting System P1 P2 Location 39F~44F 72F~76F Web Outrigger Lower Chord Size Lower Chord Core Wall Material Mega Column Outrigger Web Member Outrigger Connection Post 24
25 Mega Column 25
26 Outrigger Truss Plan Connection Details Phase 1 Phase 2 39F~44F Lower Chord 72F~76F Outrigger Lower Chord 26
27 Outrigger Truss 27
28 Outrigger Truss - FE Analysis (ABAQUS ) 28
29 Outrigger Truss - FE Analysis (ABAQUS ) 29
30 Outrigger Truss 30
31 Outrigger Truss 31
32 Outrigger Truss 32
33 Outrigger Truss 33
34 Belt Truss 34
35 Belt Truss 104 ~ 107F : Belt truss 72 ~ 76F : Outrigger + Belt truss 35
36 Belt Truss 104 ~ 107F : Belt truss 72 ~ 76F : Outrigger + Belt truss Connection Details 1 st belt truss 2 nd belt truss 72F ~ 76F Mega column steel plate installed 104F ~ 106F Belt truss vertical member 36
37 Belt Truss Outrigger Diagonal Belt truss Core Wall Hotel Perimeter Column Mega Column A < A-A View > TOP CHORD <Plan> A 37
38 Belt Truss 38
39 Belt Truss Mega Column/Belt Truss Test 39
40 Belt Truss Mega Column/Belt Truss Test 40
41 Belt Truss 41
42 Belt Truss 42
43 Spandrel Girder < A-A Section > < B-B Section > 43
44 Spandrel Girder Mega Column/spandrel girder Test 44
45 Spandrel Girder 45
46 Spandrel Girder 46
47 Lantern 107F~ TOP 2 nd Belt Truss (104 F ~ 106 F) [Lantern: Bracing Elevation] 47
48 Lantern 48
49 Lantern 49
50 Lantern 50
51 Structural Health Monitoring System 51
52 Structural Health Monitoring System 52
53 Structural Health Monitoring System Residential Comfort Index Uncomfortable Static Safety Ratio Dynamic Safety Ratio Comfortable Dynamic levels Date & Time In/Out side Temp. Power Reservoir Ratio Wind & Bldg Vibration Direction Magnification : 10,000 Bldg Vibration Animation Wind Speed Site Connection Status 53
54 June 2011 Began Foundation Placing October 2015 Core Wall: 111F Outer Core Slab: 111F Inner Core Slab: 108F Curtain Wall: 107F
55
56 CHANG MINWOO STRUCTURAL CONSULTANTS
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