A New level of Integration of - Regional …global.ctbuh.org/resources/.../a-new-level-of-integration-of-design... · A New level of Integration of Design and Construction Solutions

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A New level of Integration of Design and Construction Solutions Presenter: Dr Hongyu Li AECOM Ltd

© Council on Tall Buildings

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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


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



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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


T1 Specific Analysis – Transfer Beam and Column


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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


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


Shear wall ductility


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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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Settlement analysis for metro tunnel due to tower T1 construction




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Settlement analysis for metro tunnel due to tower 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



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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.



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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




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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




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Top supporting beams Bottom supporting beams




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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



New pile foundation plan


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Minli School Relocation



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The Auditorium Structure


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



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Raft pile cap division plan

The Auditorium Structure – Raft Pile Cap 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


The Auditorium Structure Construction - Site Monitoring


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The success of the structure’s design and construction is attributed to the following:


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


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



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For the zone of temporary road

Top Down Construction (Cont’d)



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Top Down Construction (Cont’d)



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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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Documents

A New level of Integration of - Regional …global.ctbuh.org/resources/.../a-new-level-of-integration-of-design... · A New level of Integration of Design and Construction Solutions