airport terminal building frp-reinforced glulam roof structure
DESCRIPTION
AIRPORT TERMINAL BUILDING FRP-REINFORCED GLULAM ROOF STRUCTURE. Silesian University of Technology Faculty of Civil Engineering Department of Structural Engineering. ENGINEERING DIPLOMA. author: Agnieszka KNOPPIK. supervisor: PhD SE Marcin GÓRSKI. Aim of project. - PowerPoint PPT PresentationTRANSCRIPT
AIRPORT TERMINAL BUILDINGFRP-REINFORCED GLULAM
ROOF STRUCTURE
Silesian University of Technology
Faculty of Civil Engineering
Department of Structural Engineering
ENGINEERING DIPLOMA
author:Agnieszka KNOPPIK
supervisor:PhD SE Marcin GÓRSKI
Aim of project
The aim of project was to design a roof
structure of passenger terminal building for
Katowice International Airport made of FRP-
reinforced glue-laminated timber frame
system taking into consideration operation of
the building under standard operation
conditions.
Range of project1. Architectural concept of terminal building
2. Design models of roof structure beam model (simplified) surface model (detailed)
3. Composition of loads and combinations of loads under standard operation conditions
4. Stength & stability analysis of roof structure analytic method finate element method
5. Spatial stiffening of roof structure
6. Constructional drawings of main structure and structural elements
Requirements
1. Legal requirements
• aviation law
• building law
2. Technical requirements
• complex development of apron and terminal
3. Architectural requirements
• functional program
1. Project basis
Passenger terminals
1. Terminal 3 at Beijing Capital International Airport, China
• 986,000 m2 of total floor area
• structure – standard steel modules
2. Review of existing structures
2. Teminal at Chek Lap Kok Airport, Hong Kong• 515,000m2 of total floor area
• structure – RC frames, steel vaulted frames, waffle floor
3. New Teminal 2 a Mexico City International Airport, Mexico
• 350,000 m2 of total floor area
• RC with masonry filling
Glulam hall structures
arches
trusssolid
domes
ribbed
net
frames
column - beam
curved
2. Review of existing structures
Architectureground floor first floor
3. Structural solutions
My architectural concept
Structure B x L = 42.9 x 174.9 m; H ≈ 20 m
Load-bearing structure FRP-reinforced glulam
cable-stayed frames
every 6 / 9 m.
3. Structural solutions
Static model – beam modelarch elements replaced with sequence 0f straight segments
flexible supports replacing cables
4. Loads
Rough assesment of internal forces distribution.
Dead load
self load of roof covering
self load of structure
installations
roof bracing
case A - max. dead load
4. Loads
case B - min. dead load
Wind load PN-77-B-02011
qk = 550 Pa (account for thrust)
Ce = 1.2 (height-dependent)
β = 1.8 (initial assumption)
4. Loads
Wind load
case C
wind from the left
Case E
wind from the front
case D
wind from the right
4. Loads
Snow load EN 1991-1-3
sk = 0.9 kN/m (zone II)
Ce = 0.8 (windswept topography)
Ct = 0.77 (glass roof covering)
4. Loads
Snow loadcase F
balanced situation
case G
unbalanced situation 1
case H
unbalanced situation 2
4. Loads
Temperature EN 1991-1-5 difference between FRP and
glulam: thermal expansion coefficients
heat transfer
changing cross-sections : different uniform temperature
moisture
Temperature difference
case I - summer ΔT = 200C
case J - winter ΔT = -200C
4. Loads
Combinations of loads EN 1990Fundamental combination
(ULS)
Characteristic combination (SLS)
5. Combinations of loads
always A / B + optionally C / D / E + F / G / H + I / J
dead load wind load snow load temperature
Envelopes of internal forces
Bending moments
Shear forces
Normal forces
5. Combinations of loads
FRP –reinforced glulamMoment curvature model – similar to reinforced concrete linear-elastic-ideal-plastic relationship within
cross-section linear-elastic behaviour of FRP Bernoulli hypothesis applied shear strength of bond between FRP and timber
greater than shear strength of timber along fibres ideally stiff bond, so εw = εf
substitute section method for stiffness evaluation influence of glue on stiffness neglected, Eglue =
Etimber
6. FRP-reinforced glulam
Mechanism of action. Modes of failure
7. ULS analytic
Ultimate Limit States
7. ULS analytic
bending with axial tension
bending with axial compression (horizontal elements) bending with axial compression (vertical elements) strength condition at bent segments
shear
effective height: h = h0 or h = h0 – hp
modification factor: kM = kM(hn, hf, hc, E0, Ef)
ULS control
Control sections: bending + compressionControl sections: shear
7. ULS analytic
Static model – surface model
8. ULS FEM
Static model – surface model
8. ULS FEM
Dynamic wind action. Modal analysis
8. ULS FEM
n = 0.45 β = 1.51n = 1.28 β = 1.41n = 1.34 β = 1.41n = 1.90 β = 1.41n = 2.94 β = 1.42n = 4.07 β = 1.41
assumption
β = 1.8
satisfactory!
Ultimate stress
8. ULS FEM
Model 1: High concetration of stresses at the internal supportModel 2. Increased stiffness of cables. Little change in stress distribution
Model 3. No cables. Little change in stress distribution
Model 4. Second column introduced. Satisfactory stress distribution
Ultimate stress
8. ULS FEM
Model 5. Scheme
Reinforcement applied:• support area - 3 FRP strips along top fibres• sag area – 1 FRP strip along bottom fibres
3 strips σt > 90% ft,0,g,d
2 strips σt > 80% ft,0,g,d
1 strip σt > 70% ft,0,g,d
Serviceability Limit States
instanteneous deflection final deflection
stiffness increase kEI ∙ EI
kEI = kEI(hf, hp)
negligible effects of FRP creep
ufin = uinst (1 + kdef)
ufin ≤ ufin,net
9. SLS
Serviceability Limit States
9. SLS
Deformation of girder under characteristic combination of loads
Horizontal displacements
Vertical displacements
Serviceability Limit States
9. SLS
Control sections
section I-I
uins = 4.1cm kEI = 1.0 ufin = 6.2cm > unet = 5.0cm
section II-II
uins = 12.0cm kEI = 1.1 ufin = 16.0cm > unet = 10.0cm
+ reinforcement in sag area (3 FRP strips h = 1.8mm, Ef = 300GPa)
Serviceability Limit States
9. SLS
Horizontal displacements
Vertical displacements
Serviceability Limit States
9. SLS
Control sections
section I-I uins = 3.1cm kEI = 1.0 ufin = 4.6cm < unet = 5.0cm
section II-II uins = 8.4cm kEI = 1.25 ufin = 9.9cm < unet = 10.0cm
most unfavourable case A+H
1 strip kEI = 1.10 u1s
= 6.2cm2 strips kEI = 1.19 u2s = 6.7cm3 strips kEI = 1.26 u3s = 7.1cm
Wind trusses• transverse wind truss every 30m• longitudinal wind truss along outer edge of roof• wall truss
10. Spatial stiffening
Wind trussesWind truss designed for uniformly distributed load q (wind load and load from stiffened frames)
10. Spatial stiffening
Wall truss being a component of roof truss designed for internal forces under q load
Wall truss between external columns designed for reaction from girder on columns
Vertical bracing
10. Spatial stiffening
Designed for concentrated load Q
Q = q ∙ a
Bolted joints (steel-to-timber joint)
10. Spatial stiffening
Thickness of steel plate
Required number of screws in joint per element
Number of connectors influences minimum width of connected element!
t = t(d, fuk)
R = R(fh,1,d, t1, d, Myd)
Supports
10. Spatial stiffening
Support of girder on RC deck – pivot supportSupport of girder on RC deck – column support
• clamp strength to reaction from girder
• min. required area of support
• min. required dimensions of steel bearing
• min. required dimensions of pivot roller
Glued joints
10. Spatial stiffening
shear stress
tensile stress across fibres
Articles
Books
9 Polish works 21 foreign works
1.Ajdukiewicz A., Mames J.: Konstrukcje z betonu sprężonego. Polski Cement Sp. z o.o., Kraków (2004)
2.Flaga A.: Inżynieria wiatrowa. Podstawy i zastosowania. Wydawnictwo “Arkady”, Warszawa (2008)
3.Jasieńko J.: Połączenia klejowe i inżynierskie w naprawie, konserwacji i wzmacnianiu zabytkowych kontrukcji drewnianych. Dolnośląskie Wydawnictwo Edukacyjne, Wrocław (2003)
4.Łubiński M., Filipowicz A., Żółtowski W.: Konstrukcje metalowe. Część I: Podstawy projektowania, wydanie 2zm. Wydawnictwo ``Arkady'', Warszawa (2000)
5.Masłowski E., Spiżewska D.: Wzmacnianie konstrukcji budowlanych. Wydawnictwo ``Arkady'', Warszawa (2000)
6.Michniewicz Z.: Konstrukcje drewniane. Wydawnictwo “Arkady”, Warszawa (1958)
7.Mielczarek Z.: Nowoczesne konstrukcje w budownictwie ogólnym. Wydawnictwo “Arkady”, Warszawa (2001)
8.Neufert E., Neufert P.: Architect’s data. 3rd edition9.Nożyński W.: Przykłady obliczeń konstrukcji budowlanych z drewna.
Wydanie 2 zm., Wydawnictwa Szkolne i Pedagogiczne S.A., Warszawa (1994)
10.Świątecki A., Nita P., Świątecki P.: Lotniska. Wydawnictwo Instytutu Wojsk Lotniczych, Warszawa (1999)
Bibliography
Standards
1. PN-77-B-02011 – Obciążenia w obliczeniach statycznych. Obciążenie wiatrem.
2. PN-81/B-03020. Grunty budowlane. Posadowienie bezpośrednie budowli – Obliczenia statyczne i projektowanie.
3. PN-82/B-02402. Ogrzewnictwo – Temperatury ogrzewanych pomieszczeń w budynkach.
4. PN-90-B-03200. Konstrukcje stalowe. Obliczenia statyczne i projektowanie.
5. PN-B-03150:2000. Konstrukcje drewniane – obliczenia statyczne i projektowanie.
6. PN-B-03264:2002. Konstrukcje betonowe, żelbetowe i sprężone – obliczenia statyczne i projektowanie.
7. prEN 1990 – Eurocode 0: Basis of structural design.
8. prEN 1991-1-1 – Eurocode 1: Actions on structures - Part 1-1: General actions -Densities, self-weight, imposed loads for buildings.
9. prEN 1991-1-3 – Eurocode 1: Actions on structures - Part 1-3: General actions – Snow loads.
10. prEN 1991-1-5 – Eurocode 1: Actions on structures - Part 1-5: General actions – Thermal actions.
Bibliography
Legal papers
1. Convention on International Civil Aviation. 9th edition (2006)
2. Konwencja o miedzynaroodowym lotnictwie cywilnym (2002)
3. Prawo budowlane. Ustawa z dnia 7 lipca 1994 r.
4. Prawo lotnicze. Ustawa z dnia 3 lipca 2002 r.
5. Rozporzadzenie Ministra Infrastruktury z dnia 31 sierpnia 1998 r. w sprawie przepisów techniczno-budowlanych dla lotnisk cywilnych.
6. Rozporzadzenie Ministra Infrastruktury z dnia 12 kwietnia 2002 r. w sprawie warunków technicznych, jakim powinny odpowiadac budynki i ich usytuowanie.
7. Rozporzadzenie Ministra Infrastruktury z dnia 25 czerwca 2003 r. w sprawie warunków, jakie powinny spełniac obiekty budowlane oraz naturalne w otoczeniu lotniska.
8. Rozporzadzenie Ministra Infrastruktury z dnia 30 kwietnia 2004 r. w sprawie klasyfikacji lotnisk i rejestru lotnisk cywilnych.
Bibliography
Web pages
Thank youfor attention
The End