ISRN UTH-INGUTB-EX-B-2018/09-SE
Examensarbete 15 hp
Juni 2018
Stabilitet och tillåten rörelse
hos flervåningsbyggnader
Analys av höga byggnaders begränsningar
till dynamiska krafter och svängningar
Frida Andersson
Teknisk- naturvetenskaplig fakultet UTH-enheten Besöksadress: Ångströmlaboratoriet Lägerhyddsvägen 1 Hus 4, Plan 0 Postadress: Box 536 751 21 Uppsala Telefon: 018 – 471 30 03 Telefax: 018 – 471 30 00 Hemsida: http://www.teknat.uu.se/student
Abstract
Stability and permissible movement in multi-storey
buildings
Frida Andersson
One of the challenging design areas of high buildings is the determination of its stability and response to dynamic forces. These factors affect the horizontal deformations and fluctuations that the building will result in. This report examines the demands placed on the stability and deformations of high buildings through a literature study as well as examines these requirements with a reference building built into FEM-Design.
The literature study shows that quite a few standards have to be taken into account and used in the design of tall buildings.
Regarding limit values, only SS-ISO 10137 specifies maximum values for a building's peak acceleration relative to its own frequency. Limit values for transient deformations are not available.
Furthermore, the literature study shows that plenty of studies of human perception and tolerance to movements in buildings have been performed. The movements have been shown to cause physical and mental discomfort if exaggerated, which SS-ISO 10137 bases its limits after.
The 75-meter reference building, modeled in FEM-Design, was built to calculate the building's own frequency, transient deflection, and self-weight. The wind loads have been calculated separately and entered into the program. Calculations for the building's peak acceleration have then been calculated and compared to the limit values in SS-ISO 10137.
The structure of the reference building, consisting of 25-storeys in concrete, met the standard requirements for housing and should be able to be built without the risk of discomfort among the residents. Other inputs were 250 and 200 mm floor and wall
thickness in C25 / 30 and VKR pillar in each corner, 200x200x10 mm in quality S355. The plan levels are square 21.8m wide and
identical to all 25 levels.
The model-building met the requirements for living space according to SS-ISO 10137 with respect to peak acceleration and frequency. However, the calculated horizontal deformations did not have any limit values to be compared to and were therefore not compared to any restrictions.
Tryckt av: Polacksbackens Repro Uppsala universitet ISRN UTH-INGUTB-EX-B-2018/09-SE
Examinator: Caroline Öhman Mägi Ämnesgranskare: Per Isaksson Handledare: Fredrik Säfström
Bilaga 1
Vindlastberäkningar
Indata ≔ h 75 Husets höjd ≔ b 21.8 Husets bredd ≔ d b=21.8 Husets djup ≔ hplan 3 Höjd per våningsplan ≔ n 25 Antal våningsplanReferenshöjder Tabell 4.4.2a, s.54, Byggkonstruk on enligt eurokoderna
≔ hstrip ―――(( −h 2 b))= 4 7.85 ≔ z = h + b 4 hstrip + b 3 hstrip + b 2 hstrip + b hstrip b ⎡ ⎢ ⎢ ⎢ ⎢ ⎢ ⎢ ⎣ ⎤ ⎥ ⎥ ⎥ ⎥ ⎥ ⎥ ⎦ 75 53.2 45.35 37.5 29.65 21.8 ⎡ ⎢ ⎢ ⎢ ⎢ ⎢ ⎢⎣ ⎤ ⎥ ⎥ ⎥ ⎥ ⎥ ⎥⎦
Terrängtyper och terrängparametrar Tabell 4.4.1a, s.47, Byggkonstruk on enligt eurokoderna
Terrängtyp III ≔
z0 0.3
≔
zmin 5
Terrängfaktorn Ekva on 4.5, SS‐EN 1991‐1‐4, 4.3.2
≔ z0.II 0.05 ≔ Kr 0.19⋅ = ⎛ ⎜ ⎝ ――z0 z0.II ⎞ ⎟ ⎠ 0.07 0.22
Referensvindhas gheten Figur 4.4.1d, s.50, Byggkonstruk on enligt eurokoderna
≔
νb 24 ―
B.1.1
Bilaga 1
Medelvindhas gheten ≔ cr Kr⋅ln⎛⎜ = ⎝ ―z z0 ⎞ ⎟ ⎠ 1.189 1.115 1.081 1.04 0.989 0.923 ⎡ ⎢ ⎢ ⎢ ⎢ ⎢ ⎢⎣ ⎤ ⎥ ⎥ ⎥ ⎥ ⎥ ⎥⎦ Ekva on 4.4, SS‐EN 1991‐1‐4, 4.3.2 ≔ c0 1.0 Ekva on 4.3, SS‐EN 1991‐1‐4, 4.3.1 ≔ νm cr⋅c0⋅νb= 28.542 26.767 25.942 24.959 23.745 22.155 ⎡ ⎢ ⎢ ⎢ ⎢ ⎢ ⎢⎣ ⎤ ⎥ ⎥ ⎥ ⎥ ⎥ ⎥⎦ ― Ekva on 4.3, SS‐EN 1991‐1‐4, 4.3.1Turbulensintensiteten Ekva on 4.7, SS‐EN 1991‐1‐4, 4.4
≔ k1 1.0 ≔ Iv ――――k1 = ⋅ c0 ln⎛⎜ ⎝ ―z z0 ⎞ ⎟ ⎠ 0.181 0.193 0.199 0.207 0.218 0.233 ⎡ ⎢ ⎢ ⎢ ⎢ ⎢ ⎢⎣ ⎤ ⎥ ⎥ ⎥ ⎥ ⎥ ⎥⎦
Karakteris skt has ghetstryck Ekva on 4.8, SS‐EN 1991‐1‐4, 4.5
≔ ρ 1.25 ―― 3 ≔ qp = → ― ― ― ― ― ― ⋅ ⋅ ⋅ ⎛⎝ +1 6 Iv⎞⎠ ⎛⎜ ⎝― 1 2 ⎞ ⎟ ⎠ ρ νm 2 1.062 0.967 0.923 0.873 0.813 0.736 ⎡ ⎢ ⎢ ⎢ ⎢ ⎢ ⎢⎣ ⎤ ⎥ ⎥ ⎥ ⎥ ⎥ ⎥⎦ ―― 2 B.1.2
Bilaga 1
B.1.2 Formfaktorer utvändig vindlast Tabell 7.1, SS‐EN 1991‐1‐4, 7.2.2 = ―h d 3.44 Interpolering av kolumn E ger: ≔ cpe.10E −0.5+―――――((−0.7−−0.5)) = − 5 1 ((3.44−1)) −0.622 ≔ cpe.10D 0.8 ≔cpe.10 cpe.10D−cpe.10E=1.422
Vindlast Ekva on 4.8, SS‐EN 1991‐1‐4, 4.5
≔ we qp⋅cpe.10= 1.511 1.375 1.313 1.242 1.156 1.047 ⎡ ⎢ ⎢ ⎢ ⎢ ⎢ ⎢⎣ ⎤ ⎥ ⎥ ⎥ ⎥ ⎥ ⎥⎦ ―― 2 Utbredd vindlast per våningsplan ≔ Q0 1.092 ――⋅ = 2 ⎛ ⎜ ⎝― 1 2 ⎞ ⎟ ⎠hplan 1.638 ―― ≔ Q1_6 1.092 ――⋅ = 2 hplan 3.276 ―― ≔ Q7 1.092 ――⋅ + = 2 2.3 1.206 ――2 ⋅0.7 3.356 ―― ≔ Q8_9 1.206 ――⋅ = 2 hplan 3.618 ―― ≔ Q10 1.206 ――⋅ + = 2 1.15 1.295 ――2 ⋅1.85 3.783 ―― ≔ Q11_12 1.295 ――⋅ = 2 hplan 3.885 ―― ≔ Q13_14 1.37 ――⋅ = 2 hplan 4.11 ―― ≔ Q15 1.37 ――⋅ + = 2 1.85 1.434 ――2 ⋅1.15 4.184 ―― B.1.3
Bilaga 1
B.1.3 ≔ Q16_17 1.434 ――⋅ = 2 hplan 4.302 ―― ≔ Q18 1.434 ――⋅ + = 2 0.7 1.576 ――2 ⋅2.3 4.629 ―― ≔ Q19_24 1.576 ――⋅ = 2 hplan 4.728 ―― ≔ Q25 1.576 ――⋅ = 2 ⎛ ⎜ ⎝― 1 2 ⎞ ⎟ ⎠ hplan 2.364 ―― B.1.4Bilaga 2
Beräkningar toppaccelera on
Indata ≔ n1 0.758 Första modens egenfrekvens, given från FEM‐Design ≔ href 10 Referenshöjd ≔ z h−hplan=72 ≔ Iv_75 0.181 Turbulensintensiteten på höjden 75 m ≔ Fz 118409 Given från FEM‐Design ≔ g 9.82 ― 2 Övriga indata samt förklaringar och beräkningar, se vindlastberäkningar Bilaga 1 Medelvindhas gheten Stycke 6.3.2 (1), EKS 10, Kap. 1.1.4Omvandling från återkoms d på 50 år ll 1 år enl. ISO 10137/6897 ≔ Ta 5 ≔ νm.5ar 0.75⋅νb⋅ ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾1−⎛⎜ = ⎝ ⋅ 0.2 ln⎛⎜ ⎝ −ln⎛⎜ ⎝ − 1 ⎛⎜ ⎝ ―1 Ta ⎞ ⎟ ⎠ ⎞ ⎟ ⎠ ⎞ ⎟ ⎠ ⎞ ⎟ ⎠ 20.523 ― ≔ νm.1ar νm.5ar⋅0.72=14.777 ―
Has ghetstrycket Stycke 6.3.1 (1) Anm. 3, EKS 10, Kap. 1.1.4
≔ qm ⎛⎝ +1 6⋅Iv_75⎞⎠⋅⎛⎜ ⋅ ⋅ = ⎝― 1 2 ⎞ ⎟ ⎠ ρ ⎛⎝νm.1ar⋅1.215⋅c0⎞⎠ 2 0.42 ―― 2 Bakgrundsrespons Stycke 6.3.1 (1) Anm. 3, EKS 10, Kap. 1.1.4 ≔ B ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾exp⎛⎜ = ⎝ + −0.05 ⎛⎜ ⎝ ――h href ⎞ ⎟ ⎠ ⎛ ⎜ ⎝1−― b h ⎞ ⎟ ⎠ ⎛ ⎜ ⎝ + 0.04 0.01⋅⎛⎜ ⎝ ――h href ⎞ ⎟ ⎠ ⎞ ⎟ ⎠ ⎞ ⎟ ⎠ 0.864 = B2 0.746
Modfunk onen vid lägsta egenfrekvensen Ekva on F.13, SS‐EN 1991‐1‐4, F.3
≔ ζ 1.5 ≔ Φ1 ⎛⎜ = ⎝― z h ⎞ ⎟ ⎠ ζ 0.941 B.2.1
Bilaga 2
B.2.1
Ekvivalent massa Ekva on F.17, SS‐EN 1991‐1‐4, F.5 En approxima on av μeges av bärverkets massa
per ytenhet i sni et med den största utböjningen: ≔ mbärverk ―Fz= g ⎛⎝1.206 10⋅ 7⎞⎠ ≔ μe ―――mbärverk= ⋅ h b ⎛⎝7.375 10⋅ 3⎞⎠ ―― 2 ≔ me μe⋅b=⎛⎝1.608 10⋅ 5⎞⎠ ―
Formfaktor Ekva on 7.9, SS‐EN 1991‐1‐4, 7.6
≔
φ ――(( ⋅b d))= ⋅
b d 1 Ekva on 7.28, SS‐EN 1991‐1‐4, 7.13Enskilda delars A/bru oarea.
Fyllnadsgraden antas 1,0 ≔ λ 70 Tabell 7.16, SS‐EN 1991‐1‐4, 7.13 Prametrarna ovan ger: ≔ ψλ 0.92 Figur 7.36, SS‐EN 1991‐1‐4, 7.13 ≔ ψr 1.0 Figur 7.24, SS‐EN 1991‐1‐4, 7.6 Byggnaden saknar avrundade hörn ≔ cf.0 −0.7121 ln⋅ ⎛⎜ + = ⎝― d b ⎞ ⎟ ⎠ 2.1460 2.146 Figur 7.23, SS‐EN 1991‐1‐4, 7.6 ≔ cf cf.0⋅ψr⋅ψλ=1.974 Logaritmiska dekrement ≔ δs 0.1 ≔ δd 0 ≔ δa ―――――⎛⎝cf⋅ρ ν⋅ m.1ar⎞⎠= ⋅ ⋅ 2 n1 μe 0.003 Ekva on F.18, SS‐EN 1991‐1‐4, F.5 ≔ δ δa+δs+δd=0.103 Ekva on F.15, SS‐EN 1991‐1‐4, F.5 B.2.2
Bilaga 2
Resonansrespons Stycke 6.3.1 (1) Anm. 3, EKS 10, Kap. 1.1.4 ≔ R ‾‾‾‾‾‾‾‾‾‾‾‾‾ ――――――⎛⎝2⋅ ⋅F ϕ⋅ b⋅ϕh⎞⎠ + δs δa där: ≔ yC ―――⎛⎝150⋅n1⎞⎠ = νm.1ar 7.695 ≔ ϕh ―――――1 = ⎛ ⎜ ⎝ + 1 ――――⎛⎝2⋅n1⋅h⎞⎠ νm.1ar ⎞ ⎟ ⎠ 0.115 ≔ ϕb ――――――1 = ⎛ ⎜ ⎝ + 1 ――――⎛⎝3.2⋅n1⋅b⎞⎠ νm.1ar ⎞ ⎟ ⎠ 0.218 ≔ F ――――――⎛⎝ ⋅4 yC⎞⎠ = ⎛ ⎝ +1 70.8⋅yC 2⎞ ⎠ ―5 6 0.029 ≔ R = ‾‾‾‾‾‾‾‾‾‾‾‾‾ ――――――⎛⎝2⋅ ⋅F ϕ⋅ b⋅ϕh⎞⎠ + δs δa 0.212 = R2 0.045 Medelvärde av uppkorsningsfrekvensen Stycke 6.3.1 (1) Anm. 3, EKS 10, Kap. 1.1.4 ≔ ν n1⋅――――R = ‾‾‾‾‾‾‾B2+R2 0.181 ―1 Spetsfaktor Stycke 6.3.1 (1) Anm. 3, EKS 10, Kap. 1.1.4 ≔ T 600 Ekva on B.4, SS‐EN 1991‐1‐4, B.2 ≔ kp ‾‾‾‾‾‾‾‾‾2 ln (( ⋅⋅ ν T))+―――――0.6 = ‾‾‾‾‾‾‾‾‾2 ln (( ⋅⋅ ν T)) 3.258 där: kp≥3 OK! B.2.3Bilaga 2
Modfunk onen vid lägsta egenfrekvensen Stycke 6.3.2 (1), EKS 10, Kap. 1.1.4
≔ ϕ1 ⎛⎜ = ⎝― z h ⎞ ⎟ ⎠ 1.5 0.941 Standardavvikelse Stycke 6.3.2 (1), EKS 10, Kap. 1.1.4 ≔ σa.x ――――――――⎛⎝3⋅Iv_75⋅R q⋅ m⋅b c⋅ f⋅ϕ1⎞⎠= me 0.012 ―2 Maximal accelera on Stycke 6.3.2 (1), EKS 10, Kap. 1.1.4 ≔ X kp⋅σa.x=0.04 ― 2 B.2.4