a new level of integration of - regional...
TRANSCRIPT
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A New level of Integration of Design and Construction Solutions Presenter: Dr Hongyu Li AECOM Ltd
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and Urban Habitat
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A New level of Integration of Design and Construction Solutions • The Development
• The Site
• Development Constraints
• Construction Zoning and Plan
• The Structures
• Integration of Design and Construction
• Conclusion and Discussion © Council on Tall B
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CFA: Approx. 467,000 sq.m
Development scale:5 Towers
Tower T1 - office, 153m tall
Tower T2 – office, 250m tall
Tower T3, T5 & T6 – Hotels of 71m
71m & 76m in height respectively
Auditorium building in Lot 46:
A 23m tall three-storey building
Podium: 22m tall with 4 stories
Basement : 4 levels , 22m deep,
B1 for retail
Project duration: 2003–2016
DAZHONGLI Mixed Use Development
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The Site
Site area : 62,870 m2, approx. 430m north to south x 190m east to west. Metro line 13 along Shimenyi Road The new Nanjing West Road station is designed and constructed at the same time as the DZL project progresses Metro line 2 runs through Lot 46
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Development Constraints Metro Criteria
Stringent criteria set out by the city metro bureau for the construction of this development
within 50m distance from the metro tunnel including:
• Vertical settlement induced by construction work to the metro tunnel shall not exceed 20mm;
• Additional pressure induced to the metro tunnel shall not exceed 20kPa;
• Relative bending movement caused to metro tunnel shall not exceed 1:2500; and
• Vibration peak velocity caused by construction related work shall not exceed 25mm/s.
The footprint of the two office towers T1 and T2 and associated basement area fall within the
range of 50m to the metro line 13,
The auditorium building in Lot 46 is located right above Metro line 2.
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Development Constraints
Minli School Relocation A historical building, originally named Qiu’s Residence, built in 1920 is situated on the site. A three/four-storey brickwork and timber building of Baroque architecture. The building is to be relocated 57m southeast to the southern boundary. It’ll become a boutique retail and club house of the development with existing façade and architecture retained.
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Development Constraints
Road Diversion A temporary road has been planned and functioned due to the new metro station construction. The impact to the development: • re-planning of site logistics, accesses and construction activities • Consider and plan for the stage of road re-statement and construction of the constrained basement area.
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Construction Zoning and Plan • Phased construction programme • 3 major phases, Phase 1 for the two offices towers & basement; Phase 2 for 3 hotel buildings; phase 3 for
podium and annex buildings • 13 sub-divided zones with detailed time and activity plan
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Office Towers T1 & T2
Tower T1 - 153m tall, 34 storeys; Tower T2 - 250m tall, 52 storeys ; 4.2m typical floor to floor height Reinforced concrete core wall and perimeter composite column system and Composite floor system with steel H beam and rc slab are adopted
Tower Typical Architectural Plan Tower Typical Structural Framing Plan
The Structures
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Tower T1 Tower T2
Office Towers T1 & T2
The Structures Tower T1 - Typical
floor structural framing layout
Tower T2 - Typical floor structural framing layout
Tower T2 - L21 &21M Outriggers and
belt trusses
Tower T1 - L20 outriggers and belt
trusses
Strengthened storey with steel outriggers and belt trusses : T1 – one at Level 20 T2 – two at Level 21 & 21M (mezzanine floor) and Levels 36 to 38
Outriggers and Belt Trusses
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Shanghai local code DGJ08-9-2013 has been adopted
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0 2 4 6 8 10
Shanghai Spectrum
China Spectrum
50年重现期
100年重现期
Seismic Action
Frequent Fortification Severe Frequent Fortification Severe
Intensity
Group
Peak acceleration
of ground motion
(cm/s2)
35 98 200 31 94 149
Site category
0.08 0.23 0.5 0.097 0.284 0.467
Tg(s) 0.9 0.9 1.1 0.7 0.95 1.1
Structural
frequency reduction
factor
0.85
IV IV
EarthquakeShanghai code Seismic safety appraisal report
7 degree /
G r o u p 1 , 0 . 1 g /
maxa
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Elastic Analysis • Both towers are controlled by seismic activities, not by wind loads. • SATWE and ETABS software were used. Both towers’ structural displacements are summarized in
Table 1, all within the code limits of 1/800 for T1 and 1/555 for T2.
Item
SATWE ETABS Tower T1 Tower T2 Tower T1 Tower T2
Seismic action Wind Action Seismic action Wind Action Seismic action Wind Action Seismic action Wind Action
X Y X Y X Y X Y X Y X Y X Y X Y
Maximum inter-storey drift angle
1/885 1/907 1/2392 1/1920 1/679 1/666 1/1092 1/887 1/823 1/862 1/2482 1/2059 1/624 1/658 1/1030 1/1014
Maximum inter-storey drift ratio
1.11 1.31 1.07 1.14 1.12 1.4 1.05 1.16 1.071 1.182 1.052 1.056 1.09 1.31 1.11 1.17
The Structures
Office Towers T1 & T2
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Non-linear elastic plastic time history analysis under severe earthquake The inter-storey drift response in the X and Y directions for the three sets of time history records under severe seismic activities with use of MIDAS Building. The maximum inter-floor drift is 1/113 which satisfies the code requirement of 1/100.
The Structures
Office Tower T2
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Verified the structural performance under wind and earthquake activities
The Structures
T2 - Wind Tunnel Test & Shaking Table Test
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Elastic time history analysis – Inter-storey drift
Flr0 Flr2 Flr4 Flr6 Flr8
Flr10 Flr12 Flr14 Flr16 Flr18 Flr20 Flr22 Flr24 Flr26 Flr28 Flr30 Flr32 Flr34 Flr36 Flr38
0 1/2000 1/1000 3/2000 1/500
Y Direction
KAU038N-2
CHY016N-2
H50N2-1
Elastic Time History Envelop
Design Spectrum
Code Limit
Inter-storey drift angle
Flr0 Flr2 Flr4 Flr6 Flr8
Flr10 Flr12 Flr14 Flr16 Flr18 Flr20 Flr22 Flr24 Flr26 Flr28 Flr30 Flr32 Flr34 Flr36 Flr38
0 1/2000 1/1000 3/2000 1/500
X Direction
KAU038N-2
CHY016N-2
H50N2-1
Elastic Time History Envelop
Design Spectrum
Code Limit
Inter-storey drift angle
T1 Specific Analysis – Transfer Beam and Column
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Inter-storey drift angle
0
5
10
15
20
25
30
35
40
0 1/500 1/250 3/500 1/125 1/100 3/250
Y- Direction
0
5
10
15
20
25
30
35
40
0 1/500 1/250 3/500 1/125 1/100 3/250
Stor
ey
X Direction
H50N2-1
KAU038N-2
CHY016N-2
Code Limit
T1 Design Change - Addition of One Floor Within the Same Height Severe Earthquake – Elastic-plastic time history analysis
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-150000
-100000
-50000
0
50000
100000
150000
0 5 10 15 20 25 30 35 40
Base
She
ar (k
N)
KAU038N X Direction
---- Elastic-plastic time history analysis ---- Elastic time history analysis
-200000
-150000
-100000
-50000
0
50000
100000
150000
200000
0 5 10 15 20 25 30 35 40
Base
She
ar (k
N)
Time (sec)
KAU038N Y Direction
T1 Design Change Severe Earthquake – Elastic-plastic time history analysis
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天然波KAU038N 10s
天然波KAU038N 15s
说明:
图中标尺A=Da/Dy
Da --实际变形
Dy –屈服变形(0.0004)
Du –极限变形(0.0078)
当A<Du/Dy=19.5时,
则Da<Du,剪力墙没有破坏
T1 Design Change Severe Earthquake – Elastic-plastic time history analysis
Shear wall ductility
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天然波KAU038N 35s
天然波KAU038N 40s
T1 Design Change Severe Earthquake – Elastic-plastic time history analysis
Shear wall ductility
说明:
图中标尺A=Da/Dy
Da --实际变形
Dy –屈服变形(0.0004)
Du –极限变形(0.0078)
当A<Du/Dy=19.5时,
则Da<Du,剪力墙没有破坏
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T1 Specific Analysis – Slab Tensile Stress
L2 Slab
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Transfer column section: B500x500x40x40 Transfer beam size:B600x400x40x40 Check on the sectional strength of the transfer member in consideration of vertical seismic loads :
T1 Specific Analysis – Transfer Beam and Column
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Integration of Design and Construction
Analysis of Metro tunnel settlement caused by T1 & T2 construction
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Integration of Design and Construction
Analysis of Metro tunnel settlement caused by T1 & T2 construction
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Settlement analysis for metro tunnel due to tower T1 construction
Integration of Design and Construction
Analysis of Metro tunnel settlement caused by T1 & T2 construction
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Settlement analysis for metro tunnel due to tower T2 construction
Integration of Design and Construction
Analysis of Metro tunnel settlement caused by T1 & T2 construction
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Minli School relocation
The school structure Reinforced concrete (rc) column and beam frame system at the central lobby area and two-way brickwork load bearing wall system surrounding the lobby area. Timber floors and timber roof trusses were used apart from rc floors used for the south balconies at Levels 2 & 3 and tower roof at Level 4
Integration of Design and Construction
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Minli School relocation The school structure Brickwork wall footings were adopted for the structural load bearing brickwork walls above and supported on lean concrete plinth. Reinforced concrete pad footings of 1829 x 1829mm in size supported the rc columns at the central lobby area, and were subsequently supported on a group of 1.828m long timber piles.
Integration of Design and Construction
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Inclined straight line hydraulic sliding
movement solution was chosen after
comprehensive study and analysis of
feasible options by the Specialist
Consultant and Contractor and the
Project Team.
Relocation Plan
Minli School relocation
Integration of Design and Construction
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The key measures of the building relocation applied: • Strengthen the existing building, build a rc raft plate underneath the building to support the
building and act as the top supporting transfer plate with built-in beams; • Build bottom beams on ground on the designed straight line route with stainless steel top surface
as sliding track; • Install hydraulic sliding device in between the top and bottom supporting beams;
Existing building strengthening works
Minli School relocation
Integration of Design and Construction
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Top supporting beams Bottom supporting beams
Minli School relocation
Integration of Design and Construction
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The key measures of the building relocation
applied (Con’d):
Build new piled foundation and load transfer pile
raft on top at the new location
• Cut the building superstructure off its original
foundation, move the building along the
bottom beam track onto the new pile raft at
the new location by hydraulic push and pull
system via PLC control and monitoring system
• Permanently connect the building to the
supports on the new pile raft
• Top down construction is to be executed for
the basement under the building
Minli School relocation
Integration of Design and Construction
New pile foundation plan
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Minli School relocation
Integration of Design and Construction
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Minli School Relocation
Integration of Design and Construction
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The Auditorium Structure
Integration of Design and Construction
A 23m tall 3-storey steel frame structure with steel rectangular columns Composite floor system with steel H beam and rc floor slab system is adopted Anti-vibration measures has been adopted to mitigate vibration impact to the functional use of the building A proprietary product , CDM-CHR_SPINGBOX was used and installed between the footing of column and the raft pile cap.
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Auditorium Structural Section
CDM-CHR Spring Box
The Auditorium Structure
Integration of Design and Construction
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Raft pile cap division plan
The Auditorium Structure – Raft Pile Cap Construction
Integration of Design and Construction
59 nos of pieces are divided , design and built steel cage was pre-fabricated Construction of each piece from excavation, placing the steel cage, and concreting ought to be completed within 7 hours from mid-night to early morning.
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Auditorium structure construction
Integration of Design and Construction
The Auditorium Structure Construction - Site Monitoring
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The success of the structure’s design and construction is attributed to the following:
Integration of Design and Construction
The Auditorium Structure Design and Construction
• Design integrated with construction methodology throughout the entire design process.
• Collective innovations were resulted from a great deal of team work among all the participants including the client, architect, structural consultant, the local design institute and the main contractor.
• Innovative design solutions coupled with ample precautionary measures were adopted and executed during the construction with the challenging time constraint.
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1-3
1-2
1-1 2-1 2-2 3-2 3-1
4-1
4-2
Integration of Design and Construction
Top Down Construction
Zone 3 Construction Sequence
1
2 3
4
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For the zone of temporary road
Top Down Construction – Design
Integration of Design and Construction
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For the zone of temporary road
Top Down Construction (Cont’d)
Integration of Design and Construction
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Top Down Construction (Cont’d)
Integration of Design and Construction
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A new level of design and construction integration has been executed in this project in response to its complexities and challenges. A full time design team as well as a fully deployed site team from AECOM has been one of the main workforces of this project. The harmonic and collaborative work approach has worked well for this project. It is the highly interactive integration which has inspired and motivated professional designers to attain innovative thoughts and new approach with efficiency, smartness, time and cost effectiveness in mind.
Site photos
Conclusion and Discussion
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Client : Swire Property & Hong Kong Resort Architect: Wong & OuYang (HK) Ltd Structural Consultant: AECOM Ltd Local Design Institute : Shanghai Institute of Architectural Design & Research Co. Ltd 上海建筑设计研究有限公司 Minli School Relocation Consultant: Shanghai Tonghua Engineering Ltd 上海同华加固工程有限公司 MEP Consultant: Parsons Brinckerhoff Quantity Surveyors : David Langdon & Seah Consultancy (Shanghai) Co. Ltd. Main Contractor: Shanghai Construction Group 上海建工集团
Acknowledgement and Appreciation
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Thank you.
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