36 3 2014 6 Vol. 36 No. 3 Jun. 2014 1002-8412 2014 03-0007-07 DOI 10. 3969 /j. issn. 1002-8412. 2014. 03. 002 100037 TU973 +. 31 TU352. 1 A Some Discussion Related to Viscous Dampers Application in the Actual Project Chen Yong-qi Ma Liang-zhe Beijing Qitai Shock Control and Scientific Development Co. Ltd Beijing 100037 China Abstract The liquid viscous dampers used in large civil projects are the high technology products it has been developed from filling putty or setting valves and accumulator vibration control products to the third generation products which can be calculated precisely and performed stably fluidic damper. In this paper the features of the third generation dampers which have been introduced several times are presented and the understanding and development in these years are summarized. It will helpful to the related technology staff to figure out the equality of damper. For the high-rise buildings the dampers should meet the demands from wind and earthquake so the developing status are introduced. Keywords viscous damper putty valve accumulator fluidic damper E-mail qitai@ bluelakeint. com 1 TMD 3 2 2. 1 2. 1. 1 35 1. 5 ~ 2 2013-10-15 Vol. 36 No. 3 2014
8 2014 6 3 Jarret Fig. 3 Hysteretic curve of Jarret damper 12 3 2. 1. 2 Putty 1-10 30 1 Fig. 1 Elastic putty working principle 2 Jarret 3 1 ~ 2 14 4 2 Jarret Fig. 2 Construction and cover diagram of Jarret damper Colebrand Device Jarret Jarret 2005 Endinine Jarret Ⅰ Ⅲ 2005 Jun. 2014
36 3 9 Jarret Valve 2 Jarret 6 4 Colebrand Device Fig. 4 Colebrand Device leaking in high-speed rail of Korea 2. 2 4 2. 2. 1 6 Fig. 6 Damper with outside accumulator 2. 2. 2 Flow Control Valve Pressure Control Valve 4 0. 05 ~ 5 0. 2 5 Fig. 5 Construction of oil damper with pressure relief valve Jarrett-Enidine 2. 3 2. 3. 1 Pressure Relief Vol. 36 No. 3 2014
10 2014 6 Bernoulli 2 9 HITEC 20 0. 3 ~ 1. 0 3 4 3. 1 6 HITEC HITEC 3 Robust HITEC F = CV α 0. 3 ~ 2. 0 7 Fig. 7 Construction of fluidic damper with and without circuit 2. 3. 2 20 0. 6 80 ~ 0. 8 4 3. 2 30 20 80 90 30 Jun. 2014
36 3 11 5 3. 3 8 - ± 10in /s Fig. 8 Relation of peak force and peak velocity ± 10in /s 100MPa C = 290kips /in 50786. 787kN s /m 0. 2in /s 5. 1mm / s C = 234kips /in 40979. 683kN s /m 0. 6in /s 15. 3mm /s - 6. 3kip 28. 0224kN 3. 4 9 - ± 0. 8in /s Fig. 9 Relation of peak force and peak velocity ± 0. 8in /s 9 ± 0. 2 in /s 5. 1mm /s - C = 290kips /in 150kips /in 26269. 0276 kn s /m α = 0. 5 8 ± 10in /s ± 255mm /s 1 0. 2in /s San Diego Courthouse C 9 C C = 290 0. 2-6. 3 /0. 2 = 259kips /in 0. 026in /s 0. 663mm /s 0. 10in / - s 2. 55mm /s 0. 02mm /s 2 ~ 3m /s 9 8 ± 0. 8in /s ± 20. 4mm /s Vol. 36 No. 3 2014
12 2014 6 Table 1 1 Data in low velocity test in /s kip C kips /in 1 ~ 0 6. 3 2 0. 10 35. 0 35-6. 3 /0. 1 = 287 3 0. 15 42. 6 42. 6-6. 3 /0. 15 = 242 4 0. 16 46. 0 46-6. 3 /0. 16 = 248 5 0. 17 50. 0 50-6. 3 /0. 17 = 257 180min 2 10s 100 2 Table 2 min Continuous test amplitude 0 ~ 100 0. 86 kw 100 ~ 105 1. 24 3. 5 105 ~ 110 0. 95 TMD 110 ~ 115 1. 33 115 ~ 180 0. 86 3. 5. 1 30% 7s 0. 142Hz 180min 22 50 u = u 0 sinωt W D = F D du = 2π/ω 0 C u 1 +α dt = λcω α u 1 +α 0 1 Γ 2 1 + α λ = 4 2 α 2 2 Γ 2 + α Γ C ω 1 3. 6 1. 5 ~ 2 HITEC α u 0 0. 2 ~ 0. 3 P D = W D f 3 f 9 3. 5. 2 Pinnacle Marina Tower Jun. 2014
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