INCHEON_03_HDA Design Report

(1)

Incheon

International

airport

design Competition for Passenger Terminal II

Building Envelope

(2)

Departure hall

E-check

(10)

E-check bag drop positions (4)

APM Maintance Area

Departure hall

APM Platform

Ticket counter positions (32) Ticket counter positions (32)

E-check bag drop positions (4) Shop APM Maintance Area

Group tour zone

Office E-check (10) APM Platform Security check (6) Retail Retail Duty free Dept. immigration (17) Dept. immigration (13) Security check (10) Departure hall

Ticket counter positions (32)

CIQ

Security check (6) Retail Departure hall Dept. immigration (17) Dept. immigration (13) CIQ CIQ ATO Security check (10) Retail Oversize T Duty free Office Retail ATO Office Office T CIQ T T T T T TT

Riq. & Tab. Prestige Boutique IT & Eleronic

Gena

ral shop Watch & Jewelry Kids play room & bevFood

Genaral shop Genaral shop Event -plaza Transfer lobby Packaged Genaral shop

Riq. & Tab. Watch & Jewelry Riq. & Tab.

Exhibition Retail City Terminal CIQ Korean Goods Food Korean Cosmetics T Prestige Boutique FoodGood sPackaged Packaged Packaged Cosmetics Food Korean Good s Food Food & bev Kids play room

Transfer

T

lobb

y

Riq. & Tab. IT & EleronicPackaged

Riq. & Tab. Event -plaza Genaral shop Watch & Jewelry

Gena

ral shop Exhibition Watch & Jewelry

Prestige Boutique

Cosmetics Duty free Goods

Food Packaged Food

PackagedKorean GoodsFood Packaged Korean Goods Food TRetail T CIQ Oversize RetailT T Duty free T T Office Retail ATO TT Office T CIQ T T T Retail CIQ ATO T Retail TT TT TT Conf-1 OfficeOffice Office Wait Office TT TT T Conf-3 Conf-2 T Conf-4 Press Hall Office Wait Conf-1 Office Office Office TT TT F &B

APM Maintance Area

Conf-3 Conf-2 Conf-4 Press Vip-2 Vip-1 Hall T T pointTransfer TT F &B Retail APM Maintance Area

Transfer

T

APM Maintance Area

T

point TT Retail

Sustainability Maintenance human Centered design

Cable Facade Structure

along the entrance,minimal tensile system of facades welcome the public on the landside and opens up the view for the passengers on the airside while louvers protect from sun and modulate light

double Layer Roof

Fluid geometry of meshes leads the passengers gently while the two wings expressed in double layer roof beating and pushing towards the sky is energy capturing and light filtering

Phoenix Wing - Series of Vaults

Efficient vault structure lightens the roof structure to provide maximal natural light through delicate texture of the structure

Gridshell Structures

Optimal and minimal tonnage which makes the structure economic while also creating pleasant space for retail zone

(3)

Series of Vaults

double Layer Mesh

Shell

Single Layer Mesh

Lobe

double layer mesh

Concourse

double Layer Mesh

(4)

general Roof Structure - construction considerations

Mobile Prefab Platforms Construct Roof Columns delivery for Preassembly

Preassembly Zone Construct Tree Columns

direction Crane Rail

with scaffolding

of concourse construction

Construction of ticketing vaults in prefabricated segments as per transport constraint on scaffolding on mobile work platform equipped with lifting equipment.

ladder prefabrication concept

ladder prefabricated Infill pieces in situ

(5)

Concourse Facade

Vertical Cable System

Ticketing hall Facade

horizontal and Vertical Cable System

Concourse

double Layer Mesh

Series of Vaults

double Layer Mesh

Lobe

double layer mesh

Shell

Single layer mesh

Roof Structure - axonometry

Facade Structure axonometry

Infill Facade

Cablenet Facade

(6)

(7)

Roof Structure typical Bay Glass Skylights Structural frame Perforated Ceiling or Etfe

Waterproofing and insulation on roof decking

(8)

Roof Structure typical Bay

Single Glazing

or Etfe

Structural frame

Waterproofing and insulation on roof decking Skylights

(9)

(10)

(11)

(12)

Roof Structure typical Bay

Single Glazing Or Etfe

Structural frame

(13)

Blade T-section Vertical Cable

(14)

Expansion Joint Roof Column

horizontal cable Struts

Back Cable

double Layer Mesh to cc the curvature

Vertical Cable

horizontal cable Struts Vertical cable Facade Structure typical Bay (ticketing hall)

(15)

hda

hugh dutton ASSocIES

Incheon International airport Passenger Terminal II aPPLICaBLE BUIdLING COdE

The structural design standards that have been used, or referred to are as follows: •Korean Building Code 2009-Structure and International Building Code •American Institute of Steel Construction (AISC): AISC-LRFD, Latest Edition

•American Concrete Institute (ACI318): Building Code Requirements for Structural Concrete and Commentary aPPLIEd LOadINGS

The following is a summary of the loadings that have been considered in concept design for the roof, façade and substructure.

1. dEad LOad : Self-weight of the structures

Glass, claddings and secondary element weight = 1.5 kPa Floor finish and MEP = 1.5 kPa

2. LIVE LOAD : Uniform roof load = 0.8 kPa and floor load = 5.0 kPa

3. SNOW LOAD : Sf = Cb x Ce x Ct x Is x Sg = 0.7 x 1.0 x 1.0 x 1.2 x 0.8

= 0.67 kPa where Sg = 0.8 kPa

Note: Unbalanced and snow drift load shall be incorporated. 4. WINd LOad

Wind load, corresponding to a return period of 100 years, shall be determined by wind tunnel testing based on following design parameters specified by the code. Basic Wind Speed V0=30 m/sec

Exposure d

Importance Factor I =1.0

Gust Factor G=1.9

at this concept stage, the following values have been considered:

Roof Downward (Wy): -1.00 kPa

Roof Upward (Wy): +1.50 kPa

Façades (Wx): +/-1.50 kPa 5. SEISMIC LOad Zone Factor S = 0.22 Soil Class Sd Importance Factor I =1.2 design Category d Modification Factor R = 3.5 Amplification Factor Cd = 3.0

Lateral System Intermediate Steel Moment Frame

(Performance Based Design shall be implemented as needed) hdA calculation Report

             •  •  •                                                                                                                                                                   

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6. TEMPERaTURE LOad

A reference temperature of 15°C has been considered. -15°C minimum temperature and +45°C maximum temperature have been considered, which means a gradient of +/-30°C taken into account in the computation to check internal stresses of the steel structure.

LOad COMBINaTIONS

dL = dead Load; LL = Live Load; T = Temperature Load; S= Snow Load

W = Code wind load (Load factor needs to be adjusted to 1.6W if wind tunnel test wind is used) E= Seismic Load

The following possible load combinations have been considered. The potential distribution of patch application of each of the loads has also been considered, chosen to create the worst effects for the particular structures (nonsymmetrical loadings). Snow is considered to have been covered here by the live load allowance, which is higher.

MOdEL dESCRIPTION

For the structural computations of the airport roof and façades, we have considered four independent models extracted according to the expansion joint localization.

The structures are mainly composed by a 3D double layer grid frame constituted by round hollow steel sections. A global optimization has been performed to keep as much as possible a small variability on the hollow section external diameters and get a more harmonious structure. Where higher strengths are needed (next to supports), bigger thicknesses or diameters are applied.

The structural optimization also allowed to remove unnecessary diagonal members (where low stress appeared) and to orient them in order to obtain mainly tensile forces in these elements.

Other structural parts are constituted by a single layer triangulated grid shell with a structural funicular shape. horizontal stability of the roof structure is ensured by moment connected columns.

The structural system is composed of shop prefabricated welded ladders to ensure geometrical control of the structural shapes. These can either be welded or bolted with in situ infill steel elements.

The Ticketing hall façades are double glazed cable nets constituted by horizontal cables in a curved plane pre-tensioned to the columns, vertical cables (straight ones in the façade plane and curved ones inside the building) pre-tensioned from the RC structure to the steel roof. double pinned horizontal struts ensure the connection between the cable nets. The internally curved vertical hdA calculation Report

Load Combinations: Allowable Stress Design

(ASD)

Ultimate Strength Design (LRFD) DL 1.4 DL DL + LL + T 1.2 (DL + T) + 1.6LL +0.5LLr DL + 0.7E 1.2DL + 1.0E DL + LL+ W DL+LL+0.7E 1.2DL+1.0LL+0.5LLr+1.3W or 1.2DL+1.0LL +0.2S + 1.0E 0.67DL+W 0.9DL + 1.3W 0.67DL+E 0.9DL + 1.0E

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calculation - 1. central Vault Roof Structure

Vertical Displacement under DL + LL + W - Disp = L/208 ≤ L/200 Vertical Displacement under DL - Disp = L/308≤ L/250

The whole roof structure is composed of a double layer grid mesh. In the longitudinal part, a global vault effect has been considered by restraining movements in these directions. In the current model, perfect restraints have been considered for the supports.

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calculation - 2. Vault Roof Structure + Facade ticketing hall

Vertical Displacement under DL + LL + W - Disp = L/203≤ L/200 Vertical Displacement under DL - Disp = L/290 ≤ L/250

The whole roof structure is composed of a double layer grid mesh. This model consider the connection of the cable net façade on the roof structure and the vertical columns. horizontal stability is ensured by additional inclined columns (moment connected inside the double layer mesh) at the front and by moment connected single columns at the back.

The façade cables have been tuned to get more uniform horizontal deformations under wind loads. The average roof weight in this part is 250 kg/m2.

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calculation - 3. Lobe and Shell Roof Structure

Vertical Displacement under DL + nonsym LL + nonsym W Disp. = L/223≤ L/200

Vertical Displacement under DL - Disp. = L/478≤ L/250

Two parts can be considered in this model: a double layer grid mesh (lobe) and a single layer grid mesh (shell).

The lobe is supported by 6 “tree columns” composed each by 4 arms pinned to the double layer mesh. The shell is acting like a vault connected to the lobe. The lobe ensures its vertical and horizontal supports all along the edge in order to obtain structural shell efficiency. Additional cables under the shell have been added to minimize horizontal deformations of the shell edge.

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calculation - concourse Roof Structure

Vertical Displacement under DL + LL + W - Disp = L/219 ≤ L/200 Vertical Displacement under DL - Disp. = L/288 ≤ L/250

The whole concourse roof structure is composed of a double layer grid mesh. It is supported by multiple moment connected columns.