Benchmark.rar_benchmark_benchmark三代_benchmark模型_三代benchmark_主动控制

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Benchmark.rar （11个子文件）

Benchmark

Part 1

说明.doc 21KB

Smart base-isolated benchmark building. Part I problem definition.pdf 381KB

Report_bibldg_1.pdf 1.54MB

Files_bibldg_1.zip 699KB

Specimen_bibldg_1.png 229KB

Smart base-isolated benchmark building. Part II phase I sample controllers for linear isolation systems.pdf 536KB

Part 2

说明.doc 21KB

Narasimhan.pdf 815KB

Specimen_bibldg_2.png 229KB

Report_bibldg_2.pdf 793KB

Files_bibldg_2.zip 437KB

Smart Base Isolated Benchmark Building

Part I: Problem Deﬁnition

Sriram Narasimhan

, Student Member ASCE,

Satish Nagarajaiah

, Member ASCE,

Erik A. Johnson

, Assoc. Member ASCE,

and Henri P. Gavin

, Member ASCE

ABSTRACT

This paper presents the benchmark problem deﬁnition for seismically excited base-

isolated buildings. The objective of this benchmark study is to provide a well deﬁned

base isolated building with a broad set of carefully chosen parameter sets, performance

measures and guidelines to the participants, so that they can evaluate their control

algorithms. The control algorithms may be passive, active or semi-active. The bench-

mark structure considered is an eight story base isolated building similar to existing

buildings in Los Angeles, California. The base isolation system includes both linear

and nonlinear bearings and control devices. The superstructure is considered to be a

linear elastic system with lateral-torsional behavior. A new nonlinear dynamic analy-

sis program has been developed and made available to facilitate direct comparison of

results of diﬀerent control algorithms.

Keywords: Benchmark, base isolated building, control.

Grad. Stud., Dept. of Civil and Env. Eng., Rice Univ., 6100 S. Main Street, Houston, TX

77005; PH 713-348-2690; nsriram@rice.edu

Assoc. Prof., Depts. of Civil & Env. Eng. and Mech. Eng. & Mat. Sc., Rice Univ., 6100

S. Main Street, Houston, TX 77005; PH 713-348-6207; nagaraja@rice.edu

Assist. Prof., Dept. of Civil and Env. Eng., Univ. of Southern California, Los Angeles,

CA 90089; PH 213-740-0610; johnsonE@usc.edu

Assoc. Prof., Dept. of Civil and Env. Eng., Duke Univ., Raleigh, Durham, NC 27708; PH

919-660-5200 hpgavin@duke.edu

INTRODUCTION

Recently well-deﬁned analytical benchmark problems (Caughey 1998; Spencer

et al. 1998a; Spencer et al. 1998b; Ohtori et al. 2003; Yang et al. 2003; Dyke et al.

2003) have been developed for studying response control strategies for building

and bridge structures subjected to seismic and wind excitation, by broad consen-

sus eﬀort of the ASCE structural control committee. The goal of this eﬀort was

to develop benchmark models to provide systematic and standardized means by

which competing control strategies, including devices, algorithms, sensors, etc.

can be evaluated. Carefully deﬁned analytical benchmark problems are an ex-

cellent alternative to expensive experimental benchmark test structures. Due to

eﬀectiveness of the ﬁxed base building benchmark eﬀort (Spencer et al. 1998a;

Spencer et al. 1998b; Ohtori et al. 2003; Yang et al. 2003) the ASCE structural

control committee voted to develop a new smart base isolated benchmark prob-

lem. Narasimhan, et al. (2002, 2003) have developed the smart base isolated

benchmark problem, based on input from the ASCE structural control commit-

tee, with capability to model three diﬀerent kinds of base isolation systems: linear

elastomeric systems with low damping or supplemental high damping, frictional

systems, bilinear or nonlinear elastomeric systems or any combination thereof.

The superstructure is assumed to remain linear at all times. A host of control

devices can be considered at the isolation level. No control devices are allowed in

the superstructure.

Base isolation systems, such as sliding and elastomeric bearing systems, reduce

the super-structure response, but with increased base displacements in near-fault

motions. Current practice is to provide non-linear passive dampers to limit the

bearing displacements, however, this increases the forces in the superstructure

and also at the isolation level. Active and semiactive devices present attractive

alternatives to passive non-linear devices. Active and Semi-active control of lin-

ear and nonlinear structures using novel devices such as Magneto-Rheological

(MR) dampers, Electro-Rheological dampers and variable stiﬀness systems has

gained signiﬁcant attention in the recent years (Spencer and Nagarajaiah 2003).

The eﬀectiveness of structural control strategies and diﬀerent control algorithms

has been demonstrated, by many researchers, experimentally and analytically

(Spencer and Nagarajaiah 2003).

Participants of this benchmark study can propose control strategies for bench-

mark base isolated building and deﬁne, evaluate, and report the results for the

proposed strategy. A set of evaluation criteria have also been developed for the

sake of comparison of various control strategies.

STRUCTURAL MODEL

The benchmark structure is a base-isolated eight-story, steel-braced framed

building, 82.4-m long and 54.3-m wide, similar to existing buildings in Los Ange-

les, California. The ﬂo or plan is L-shaped as shown in Fig. 1. The superstructure

bracing is located at the building perimeter. Metal decking and a grid of steel

beams support all concrete ﬂoor slabs. The steel superstructure is supported on

a reinforced concrete base slab, which is integral with concrete beams below, and

drop panels below each column location. The isolators are connected between

these drop panels and the footings below as shown in Fig. 1. The superstruc-

ture is modeled as a three dimensional linear elastic system. The superstructure

members, such as b eam, column, bracing, and ﬂoor slab are modeled in detail.

Floor slabs and the base are assumed to be rigid in plane. The superstructure

and the base are modeled using three master degrees of freedom (DOF) per ﬂoor

at the center of mass. The combined model of the superstructure (24 DOF)

and isolation system (3 DOF) consists of 27 degrees of freedom. All twenty four

modes in the ﬁxed base case are used in modeling the superstructure. The su-

perstructure damping ratio is assumed to be 5% in all ﬁxed base modes. The

computed natural periods for the ﬁrst nine ﬁxed base modes are shown in Table

1. The nominal isolation system consists of 61 friction pendulum b earings and 31

linear elastomeric bearings as shown in Fig. 1. While the nominal model contains

sliding and linear elastomeric bearings, participants may replace them with other

types of bearings.

54.3 m

82.4 m

19.5 m

46.2 m

Linear Elastomeric Bearing

Friction Pendulum Bearing

(Not to scale)

North

Base Slab

Actuator or Semiactive Device

Isolation Bearing

Column

(a)

(b)

(c)

FIG. 1. (a) Isolation Plan, (b) FEM Model of Superstructure and (c) Ele-

vation View with Devices

ISOLATION MODEL

Several isolation elements are included so that any combination of these can

be used to model the isolation system completely. The isolation elements are elas-

TABLE 1. Periods

North-South East-West Torsion

Mode 1 2 3 1 2 3 1 2 3

Period 0.78 0.27 0.15 0.89 0.28 0.15 0.66 0.21 0.12

tic, viscous, hysteretic elements for bilinear elastomeric bearings and hysteretic

elements for sliding bearings. The force-displacement characteristics for friction

pendulum, lead rubber bearing and linear isolation bearings is shown in Fig. 2.

The hysteretic elements can be uni-axial or biaxial. The linear elastic and viscous

elements are for modeling linear elastomeric bearings and ﬂuid dampers. They

can also be used for mo deling bilinear elastomeric isolation systems with corre-

sponding equivalent linear properties, obtained using appropriate linearization

techniques.

The biaxial hysteretic behavior of bilinear elastomeric bearings and/or fric-

tional bearings is modeled using the biaxial interaction equations of Bouc-Wen

model proposed by Park et al. (1986) as follows:











˙z











= α





















− Z



























(γsgn(

) + β) z

(γsgn(

) + β)

(γsgn(

) + β) z

(γsgn(

) + β)







(1)

where z

and z

are dimensionless hysteretic variables that are bounded by values

±1, α, β and γ are dimensionless quantities, U

, U

and

, represent

the displacements and velocities in the x and y directions, respectively, at the

isolation bearing or device and U

is the yield displacement. Eq. (1) accounts for

biaxial interaction of both sliding and bilinear hysteretic bearings. When yielding

commences Eq. (1) leads to z

= cos θ and z

= sin θ provided α/(β +γ) = 1 with

沙瓜皮

2024-01-26

资源很实用，内容详细，值得借鉴的内容很多，感谢分享。

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