INCHEON_03_HDA Design Report

Incheon International Airport Design Competition for Passenger Terminal II Building Envelope June 2011

hda hugh dutton ASSOcIES

Building Envelope Design Overview

Phoenix Wing - Series of Vaults

Gridshell Structures

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

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

Double Layer Roof

Cable Facade Structure

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

Sustainability

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

Maintenance

T

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Human Centered Design

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Energy capturing double layer roof system to increase the heat build-up inside and reduce heat loss of the envelope in winter, which will lead to saving energy cost and an environmentally friendly system

hda hugh dutton ASSOcIES

In consideration of change of temperature and subsequent expansion and contraction of the structure, Expansion Joints are planned accordingly

Roof structure naturally guides the users of the airport through an efficient journey towards the boarding gates through the inspection points and retail zone

Incheon International Airport Passenger Terminal II

General Roof Structure - Plan

Lobe

Double layer mesh

Series of Vaults Double Layer Mesh

Shell

Single Layer Mesh

Concourse

Double Layer Mesh

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

General Roof Structure - Construction Considerations

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

Delivery for Preassembly Construct Roof Columns Mobile Prefab Platforms with scaffolding

Crane Rail Preassembly Zone with scaffolding

Construct Tree Columns

Direction

of concourse construction

ladder prefabrication concept ladder prefabricated Infill pieces in situ

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

General Roof Structure - Types of Structure

Roof Structure - Axonometry

Series of Vaults Double Layer Mesh

Lobe

Double layer mesh

Shell

Single layer mesh

Concourse

Double Layer Mesh

Facade Structure Axonometry

Concourse Facade Vertical Cable System

Ticketing Hall Facade

Horizontal and Vertical Cable System

Infill Facade

Cablenet Facade

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

General Roof Structure - Generals sections

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Roof Structure Typical Bay

Glass

or Etfe

Structural frame Waterproofing and insulation on roof decking Skylights Perforated Ceiling

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Roof Structure Typical Bay

Single Glazing

or Etfe

Structural frame

Skylights Waterproofing and insulation on roof decking

Blades

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Roof Structure Typical Bay

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Roof Structure Typical Bay

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Roof Structure Typical Bay

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Roof Structure Typical Bay

Single Glazing Or Etfe External skin Framing

Structural frame

Water Proofing Insulation Steel Decking I-Beam Blades

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Facade Structure Typical Bay (Concourse)

Vertical Cable T-section Blade

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Facade Structure Typical Bay (Ticketing Hall) Vertical cable Horizontal cable Struts

Roof Column Vertical Cable Expansion Joint Double Layer Mesh

Back Cable

to cc the curvature

Struts Horizontal cable

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

HDA Calculation Report 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 specified by the code.   design parameters      Basic   Speed  Wind V0=30 m/sec

 







Exposure D  Importance I =1.0   Factor 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)

 

      

















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

  

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hda 

  hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

HDA Calculation Report 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 Allowable Stress Design

Load Combinations: Ultimate Strength Design

(ASD)

(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

1.2DL+1.0LL+0.5LLr+1.3W or

DL+LL+0.7E

1.2DL+1.0LL +0.2S + 1.0E

0.67DL+W

0.9DL + 1.3W

0.67DL+E

0.9DL + 1.0E

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 cables provide the component of horizontal force perpendicular to the facade that is necessary to ensure the horizontal cables remain in a curved plane. The secondary façades are double glazed cable nets constituted by only vertical cables pre-tensioned from the RC structure to the steel roof. Preliminary computations have been performed on Straus7 software, considering the load cases and combinations given previously.

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Calculation - 1. Central Vault Roof Structure 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. The average roof weight in this part is 280 kg/m2.

Vertical Displacement under DL - Disp = L/308≤ L/250

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

Axial Forces under DL + LL + W

Stresses under DL + LL + W

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Calculation - 2. Vault Roof Structure + Facade Ticketing Hall 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.

Vertical Displacement under DL - Disp = L/290 ≤ L/250

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

Horizontal Displacement of the Facade under DL + LL + W - Disp. = L/58 ≤ L/55

Stress under DL + LL + W

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Calculation - 3. Lobe and Shell Roof Structure 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. The average roof weight in this part is 220 kg/m2 for the lobe and 200 kg/m2 for the shell.

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

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

3. DL + LL + W

4. DL + LL + W

Axial Forces in the columns under DL + LL + W

Stresses under DL + LL + W

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II

Calculation - Concourse Roof Structure The whole concourse roof structure is composed of a double layer grid mesh. It is supported by multiple moment connected columns. The average roof weight in this part is 240 kg/m2

Vertical Displacement under DL - Disp. = L/288 ≤ L/250

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

Axial Forces under DL + LL + W

Stresses under DL + LL + W

hda hugh dutton ASSOcIES

Incheon International Airport Passenger Terminal II