# Experimental Evaluation for the Microvibration Performance of a Segmented PC Method Based High Technology Industrial Facility Using 1/2 Scale Test Models

Authors: Sijun Kim; Se Woon Choi
Journal: Shock and Vibration
 (2017)

---

## Abstract

The precast concrete (PC) method used in the construction process of high technology industrial facilities is limited when applied to those with greater span lengths, due to the transport length restriction (maximum length of 15~16 m in Korea) set by traffic laws. In order to resolve this, this study introduces a structural system with a segmented PC system, and a 1/2 scale model with a width of 9000 mm (hereafter Segmented Model) is manufactured to evaluate vibration performance. Since a real vibrational environment cannot be reproduced for vibration testing using a scale model, a comparative analysis of their relative performances is conducted in this study. For this purpose, a 1/2 scale model with a width of 7200 mm (hereafter Nonsegmented Model) of a high technology industrial facility is additionally prepared using the conventional PC method. By applying the same experiment method for both scale models and comparing the results, the relative vibration performance of the Segmented Model is observed. Through impact testing, the natural frequencies of the two scale models are compared. Also, in order to analyze the estimated response induced by the equipment, the vibration responses due to the exciter are compared. The experimental results show that the Segmented Model exhibits similar or superior performances when compared to the Nonsegmented Model.


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## Body

## 1. Introduction

Microvibrations pose a critical issue in high technology facilities that manufacture products which require precision fabrication, such as semiconductors, LCD, and optical microscopes. This vibration, which occurs during the product manufacturing process, amplifies production errors and causes defects and degradation in product performance. Thus, it is imperative that the vibration performance of (i) equipment and (ii) building structures where equipment which produce vibration-sensitive products is installed be assessed and controlled.Generally, most manufacturers of vibration-sensitive equipment perform vibration testing on their equipment and provide some level of vibration specifications with their equipment [1]. However, it is common for installed equipment be selected after considering the design and construction of the structure that will support the equipment. Also, as technologies advance with time, there are cases where the original equipment is later replaced by equipment of greater performance. As a result, generic vibration design criteria have been proposed to evaluate the vibration performance of the support structure regardless of the equipment [1–6]. The criteria take the form of a set of one-third octave band velocity spectra labeled vibration criterion curves VC-A through VC-E and are known as the BBN criterion curves [4].This approach has been utilized in evaluating the vibration performance of various structures [7–10]. Lee et al. [7] analytically performed a microvibration performance assessment of a thin-film transistor liquid crystal display (TFT-LCD) factory, constructed of a flat RC slab supported by long-span steel mega trusses, where vibration was generated by automated guided vehicles. Pan et al. [8] conducted vibration performance assessments through analysis and experiments using humans walking as the vibration source, for a biotechnology laboratory with floors supported by long-span RC beams. Brownjohn et al. [9] performed experimental and analytical modal analysis and in-operation measurements for the evaluation of floor vibration serviceability in a factory building. Brownjohn et al. [9] advises that the vibration-sensitive products are manufactured on the floor with smaller spans is preferable.The vibration performance of a structure involves an intricate relationship with the stiffness of the structure. Hence, to improve the vibration performance of a structure, increasing the member size can be considered. However, this method has clear limitations, since it results in increased construction costs. As an alternative approach, isolators can be applied rather than increasing the member size, and related studies have been conducted by numerous researchers to determine their effect [10–16].On the other hand, the proper selection of appropriate structure systems can also enhance the vibration performance of structures. However, the vibration performance of a structure is affected by various structural design factors such as the (i) material (concrete, steel, and composite), (ii) supporting element of the floor (slab on grade, suspended slabs supported by columns), and (iii) floor shape (flat slab, waffle slab, etc.), and therefore the appropriate system needs to be selected by taking into consideration the characteristics of each structural system [2, 17–20].Up until the mid-1990s, high technology facilities used the cast-in-place reinforced concrete (RC) method to construct their facilities’ structure [21]. However, the vertical height of high technology facilities is often more than 8-9 m, so adopting the RC construction method would be uneconomical and lead to longer construction times, due to aerial work, floor posts, and formwork construction. The increase in construction time can be a significant disadvantage due to the rapidly changing nature of the industry, including the available technology and preferences of the consumer. As a result, construction methods employing precast concrete (PC) have been adopted since the mid-1990s [21]. The PC method manufactures structural members in a factory and assembles them onsite, minimizing onsite work and reducing construction times to ensure economic feasibility.With the increasing size of manufacturing equipment, it becomes necessary to create longer manufacturing line span lengths in recent high technology industrial facilities. However, PC members have to be designed so that they can be transported from the factory where they are manufactured to the construction site. According to the traffic laws of Korea, the maximum length of PC members for transportation is restricted to 15~16 m [22]. As a result, the span length of structures constructed using the PC method is generally less than 15~16 m.Lee et al. [22] presented a segmented PC beam system for constructing high technology industrial facilities with span lengths greater than 17 m and performed simulations for verification. The proposed segmented PC beam system used the concept of the Gerber beam [23] to divide the long girder into (i) two-ended cantilevered beams and (ii) a central simple beam placed on top of the two-ended cantilevered beams in order to realize span lengths of 17 m or greater [22]. Since the vibration performance of the proposed segmented PC method had been verified by using the only simulation results, the experimental verification is required to apply the proposed method to real structures.This study aims to experimentally evaluate the vibration performance of the segmented PC method which is verified through the simulation. To achieve this goal, the 1/2 scale model (hereafter, the Segmented Model) of high technology industrial facility using of a segmented PC method by Lee et al. [22] is manufactured, and, also, the 1/2 scale model (hereafter, the Nonsegmented Model) of typical high technology industrial facility using of a nonsegmented PC method is manufactured. By applying the same experimental methods to both scale models and comparing the results, the relative vibration performance of the Segmented Model is investigated. Impact testing and harmonic load testing are conducted to compare the natural frequencies, transfer functions, and responses of the two models.


## 2. Segmented PC Method Applied to High Technology Industrial Facility Structure

The structure of the high technology industrial facility dealt with in this study is composed of fabrication (FAB floor) and return plenum (R/P floor) structures as shown in Figure1, where the entire high technology industrial facility structure is comprised of a two floor structure of unit spans (1
s
p
a
n
×
1
s
p
a
n) repeated consecutively. The FAB floor is where the fabrication and production of products occur and the R/P floor is where various equipment are installed, including exhaust ducts, cables, bus ducts, utility provision, and exhaust pipes. Since the FAB floor is where precision fabrication occurs, it requires high stiffness. Thus, small columns are densely located between the FAB and R/P floors. The main columns that support the FAB floor are arranged at relatively wide intervals. Moreover, to reduce the time needed for construction, the FAB floor and small columns had steel-frame structures, while the R/P floor and main column employed structure systems constructed with PC.Figure 1
High technology industrial facility structure.In order to resolve the restriction posed by the traffic laws and to realize span lengths of 17 m and greater, the Gerber beam system with segmented PC method applied is applied to the R/P floor, as shown in Figure2. By placing the cantilevered PC beam on top of the column and connecting the central PC beam to both ends of the cantilevered PC beam, this enables a structure with a large span length of 17 m or more. The floor structure plan of the R/P floor was constructed by segmenting the girder in the longitudinal direction as shown in Figure 3, and the remaining members smaller than or equal to 15 m in length were fabricated into single members and constructed.Figure 2
Concept of the segmented PC beam system and positions of segmentation points.Figure 3
An example of a segmented PC beam system.The magnitudes of the positive and negative moments of the continuous beam under the gravity loads vary depending on the positions of segmentation points. Since the cross-sectional size of a beam is generally determined by the magnitudes of moments, the cross-sectional size of a segmented beam can be decreased by controlling the positions of segmentation points. For this reason, it is recommended that segmentation points are positioned where the magnitudes of the positive and negative moments of the continuous beam are same or similar as shown in Figure2 to reduce the magnitudes of moments.


## 3. Law of Similarity

Although an experimental test on a real-size structure is the most accurate method of identifying and analyzing the vibration characteristics of a structure, it is not effective when considering the spatial limitations and costs involved, so generally a scale model is manufactured and experimented on. Defining the accumulation effect on a real structure as a physical ratio is known as the law of similarity, and this law is commonly applied to scale model experiments [24].The law of similarity determines the physical value sought from the experiments based on dimensional analysis. For a generic dynamics problem according to time, the basic dimensions of length (L), mass (M), and time (T) are selected, while the remaining physical parameters are derived as a combination of the basic dimensions [24]. For example, when defining the scale factor of the real structure to the scale model as “S,” the scale relationship between the two structures is derived as shown in Table 1.Table 1
Law of similarity.
Parameter
Range
Scale factor
Mass basis
Time basis
Acceleration basis
Length
L
S
S
S
Mass
M
S
3
S
S
2
Time
T
S
1
S
0.5
Acceleration
LT
−2
1/S
S
1
Force
MLT
−2
S
2
S
2
S
2
Damping
MT
−1
S
2
S
S
3/4
Natural frequency
T
−1
1/S
1
1/S
0.5In general, research on the dynamic experiments using law of similarity has been conducted, and most of the laws of similarity selected have been based on acceleration. However, using acceleration as the basis means that the scale factor for the mass becomesS
2 and the mass of the scale model is reduced to S
3. In order to compensate for these values, an additional mass has to be attached to the model. The scale factor of this study is 0.5 (S
=
1
/
2) where the additional mass for the acceleration basis becomes equal to the mass of the scale model, making the manufacturing of the test specimen difficult.With respect to using a time basis, there is an advantage in that the natural frequency of the original structure and the scale model can be the same, but the additional mass with regard to the scale factorS becomes large, as in the case of the acceleration basis, which again makes it difficult to manufacture the test specimen. Therefore, in this study, a scale model with mass basis applied, so that no additional mass is necessary, is prepared for the experimentation.


## 4. Experimental Vibration Performance Evaluation

### 4.1. Test Specimen Preparation

In order to assess the vibration performance of the long-span segmented PC structure, a Segmented Model is manufactured as shown in Figure4, and vibration experimentation is conducted. Meanwhile, a Nonsegmented Model by the conventional PC method is also manufactured under the same scale condition (mass basis, S
=
0.5), as shown in Figure 5. The conventional PC method applied high technology industrial facility is based on a 14.4 m span length facility structure which is designed as a plasma display panel (PDP) fabrication facility. Vibration experiments are conducted using the same conditions for both the Nonsegmented and Segmented Models, and the relative vibration performance of the long-span segmented PC structure is evaluated by comparing the experiment results. Table 2 shows the design specifications of the Nonsegmented and Segmented Models.Table 2
Specifications of Nonsegmented and Segmented Models.
Category
Segmented
Nonsegmented
Member dimensions (unit: mm)
R/P floor beam
500 × 800250 × 450650 × 800700 × 850
400 × 600350 × 600700 × 800
Main column
600 × 600
500 × 500
FAB floor beam
H-200 × 150 × 6 × 9
H-200 × 150 × 6 × 9
Steel frame column
H-150 × 150 × 7 × 10
H-150 × 150 × 7 × 10
Slab
Thickness: 90
Thickness: 90
Span
9000 mm × 7500 mm
7200 mm × 7200 mm
Story height
First floor: 4500 mmSecond floor: 2750 mm
First floor: 4500 mmSecond floor: 2750 mm
Material properties
27 MPa concrete500 MPa rebar400 MPa section steel
27 MPa concrete500 MPa rebar400 MPa section steelFigure 4
Test specimen photograph of Segmented Model.Figure 5
Test specimen photograph of Nonsegmented Model.


### 4.2. Experiment Method

#### 4.2.1. Vibration Characteristics Testing Using Impact Load

First, in order to obtain the dynamic properties of the scaled models, such as natural frequency, impact testing was performed using an impact hammer. The experimental method involves measuring the response at a random location on the structure where an impact hammer is used to apply impact, as shown in Figure6. When an impact hammer excites the structure, the sensor in the impact hammer measures the impact force f
(
t
) and the accelerometer sensor installed at the location point intended to measure the response records the response x
(
t
) that is induced by the impact hammer. Impact force f
(
t
) and response x
(
t
) are data displayed in the time domain which can be shown in the frequency domain when (1) and (2) are used. Also, the response X
(
ω
) and excitation force F
(
ω
) defined in the frequency domain can be expressed as a linear relationship with the transfer function H
(
ω
) as shown in (3). The transfer function H
(
ω
) is a unique property of the structure representing the magnitude of the response with respect to the unit excitation force. Table 3 shows the equipment specifications used in the vibration test.(1)
F
ω
=
1
2
π
∫
-
∞
∞
f
t
e
-
j
w
t
d
t
(2)
X
ω
=
1
2
π
∫
-
∞
∞
x
t
e
-
j
w
t
d
t
(3)
X
ω
=
H
ω
F
ω
.Table 3
Equipment specifications used in the vibration characteristics test.
Equipment
Model
Function
SignalCalcMobilyzer
Data Physics Co.Model: DP440
Vibration measurement and analysis system
Impact Hammer
Type 8210
Transfer function measurement and mode analysis
Accelerometer
Dytran 3191A
Vibration measurement precision sensor
Modal Analyzer
Star Modal Ver 5.1
Natural frequencyFigure 6
Impact hammer excitation experiment setup.


#### 4.2.2. Response Experiment Using Harmonic Loads

High technology industrial facilities are excited by a variety of causes such as motors, impact, and human walking. However, it is realistically hard to set up vibration environment equivalent to the real vibration conditions at the scale experiment procedure. In this study, among the various exciting causes, a motor is considered as the excitation force, and the resulting responses of two scale models are compared. There are a number of fabrication equipment and air conditioning equipment operated by motors on the FAB and R/P floors. The power, voltage, and pole number of a motor employed in this study are 0.2 kW, 380 V, and 2 P, respectively. The excitation frequencies of 20 Hz, 40 Hz, and 60 Hz are employed.


### 4.3. Results and Discussion

The excitation and measurement locations of two tests are shown in Figures7–10. Since dimensions and plans of two models are different, excitation and measurement locations of two models are different. To compare the results between two models despite these differences, in this study, the averaged values are used.Figure 7
Excitation and measurement locations in the impact test of Nonsegmented Model.Figure 8
Excitation and measurement locations in the impact test of Segmented Model.Figure 9
Excitation and measurement locations in the harmonic test of Nonsegmented Model.Figure 10
Excitation and measurement locations in the harmonic test of Segmented Model.The results from the impact test are shown in Tables4 and 5 and Figure 11. The averaged results of the dynamic characteristics experiment for the FAB floor are summarized in Table 4. The frequencies of the 1st, 2nd, and 3rd resonance responses for the frequency domain are found to be 94%, 93.9%, and 91.5%, respectively, for the Segmented Model when compared to the Nonsegmented Model. The results show that the resonance response of the Segmented Model occurs at a lower frequency domain than the resonance response of the Nonsegmented Model.Table 4
Comparison of natural frequency and response magnitude by the impact test on FAB floor.
Mode
Frequency (Hz)
Response (um/Ns)
NonsegmentedModel
SegmentedModel
Ratio(%)
NonsegmentedModel
SegmentedModel
Ratio(%)
1st
16.2
15.2
94.0
13.1
7.1
54.2
2nd
25.8
24.3
93.9
6.1
3.4
55.8
3rd
33.3
30.4
91.5
5.2
4.1
78.9Table 5
Comparison of natural frequency and response magnitude by the impact test on R/P floor.
Mode
Frequency (Hz)
Response (um/Ns)
NonsegmentedModel
SegmentedModel
Ratio(%)
NonsegmentedModel
SegmentedModel
Ratio(%)
1st
16.3
15.7
96.4
13.5
6.3
46.3
2nd
29.1
26.9
92.5
4.9
0.9
17.8
3rd
38.6
40.5
104.9
3.5
0.8
23.8Figure 11
Comparison of transfer functions of two models by the impact tests.
(a)
FAB floor
(b)
R/P floorThe magnitudes of the 1st, 2nd, and 3rd resonance responses shown as the velocity value in the frequency domain are 54.2%, 55.8%, and 78.9%, respectively, for the Segmented Model when compared to the Nonsegmented Model. The response magnitude for the Segmented Model was significantly less than that of the Nonsegmented Model.The averaged results of dynamic characteristics experiment for the R/P floor are summarized in Table5. The averaged values of the 1st, 2nd, and 3rd resonance responses of the Segmented Model are 96.4%, 92.5%, and 104.9%, respectively, when compared with those of the Nonsegmented Model. The 1st and 2nd resonance responses of the Segmented Model occur in a somewhat low frequency range compared to the Nonsegmented Model while the 3rd response occurs in a somewhat high frequency range.The magnitudes of the 1st, 2nd, and 3rd resonance responses are 46.3%, 17.8%, and 23.8%, respectively, for the Segmented Model, revealing that the resonance response magnitudes of the Segmented Model are significantly lower than those of the Nonsegmented Model.Figure11 shows examples of transfer functions of the Nonsegmented Model and Segmented Model obtained from the impact tests. Figure 11 is made based on the results of impact tests that excitation locations for FAB and R/P floors of Nonsegmented Model are 19 and 28 in Figure 7, respectively, and those for FAB and R/P floors of Segmented Model are 19 and 37 in Figure 8, respectively. Since the values in Tables 4 and 5 are the values averaging results from multiple impact tests while Figure 11 is based on the result from the specific impact test, the frequency values and peak responses can be different. It is confirmed that the response magnitudes of the Segmented Model tend to be smaller than those of the Nonsegmented Model.The averaged results of harmonic tests are summarized in Table6. The averaged responses of FAB floor for the excitation frequencies of 20 Hz, 40 Hz, and 60 Hz are 48.4%, 32.5%, and 81.2%, respectively. The averaged responses of R/P floor for the excitation frequencies of 20 Hz, 40 Hz, and 60 Hz are 45.1%, 33.7%, and 22.8%, respectively. It is confirmed that responses of Segmented Model are smaller than those of Nonsegmented Model.Table 6
Comparison of responses of two Models by the harmonic tests.
Floor
Response of Nonsegmented Model (um/Ns)
Response of Segmented Model (um/Ns)
Ratio (%)
Excitation frequency (Hz)
Excitation frequency (Hz)
Excitation frequency (Hz)
20
60
60
20
60
60
20
60
60
FAB
21.9
210.8
740.5
10.6
68.5
601.3
48.4
32.5
81.2
R/P
20.4
825.5
415.4
9.2
277.8
94.6
45.1
33.7
22.8


## 4.1. Test Specimen Preparation

In order to assess the vibration performance of the long-span segmented PC structure, a Segmented Model is manufactured as shown in Figure4, and vibration experimentation is conducted. Meanwhile, a Nonsegmented Model by the conventional PC method is also manufactured under the same scale condition (mass basis, S
=
0.5), as shown in Figure 5. The conventional PC method applied high technology industrial facility is based on a 14.4 m span length facility structure which is designed as a plasma display panel (PDP) fabrication facility. Vibration experiments are conducted using the same conditions for both the Nonsegmented and Segmented Models, and the relative vibration performance of the long-span segmented PC structure is evaluated by comparing the experiment results. Table 2 shows the design specifications of the Nonsegmented and Segmented Models.Table 2
Specifications of Nonsegmented and Segmented Models.
Category
Segmented
Nonsegmented
Member dimensions (unit: mm)
R/P floor beam
500 × 800250 × 450650 × 800700 × 850
400 × 600350 × 600700 × 800
Main column
600 × 600
500 × 500
FAB floor beam
H-200 × 150 × 6 × 9
H-200 × 150 × 6 × 9
Steel frame column
H-150 × 150 × 7 × 10
H-150 × 150 × 7 × 10
Slab
Thickness: 90
Thickness: 90
Span
9000 mm × 7500 mm
7200 mm × 7200 mm
Story height
First floor: 4500 mmSecond floor: 2750 mm
First floor: 4500 mmSecond floor: 2750 mm
Material properties
27 MPa concrete500 MPa rebar400 MPa section steel
27 MPa concrete500 MPa rebar400 MPa section steelFigure 4
Test specimen photograph of Segmented Model.Figure 5
Test specimen photograph of Nonsegmented Model.


## 4.2. Experiment Method

### 4.2.1. Vibration Characteristics Testing Using Impact Load

First, in order to obtain the dynamic properties of the scaled models, such as natural frequency, impact testing was performed using an impact hammer. The experimental method involves measuring the response at a random location on the structure where an impact hammer is used to apply impact, as shown in Figure6. When an impact hammer excites the structure, the sensor in the impact hammer measures the impact force f
(
t
) and the accelerometer sensor installed at the location point intended to measure the response records the response x
(
t
) that is induced by the impact hammer. Impact force f
(
t
) and response x
(
t
) are data displayed in the time domain which can be shown in the frequency domain when (1) and (2) are used. Also, the response X
(
ω
) and excitation force F
(
ω
) defined in the frequency domain can be expressed as a linear relationship with the transfer function H
(
ω
) as shown in (3). The transfer function H
(
ω
) is a unique property of the structure representing the magnitude of the response with respect to the unit excitation force. Table 3 shows the equipment specifications used in the vibration test.(1)
F
ω
=
1
2
π
∫
-
∞
∞
f
t
e
-
j
w
t
d
t
(2)
X
ω
=
1
2
π
∫
-
∞
∞
x
t
e
-
j
w
t
d
t
(3)
X
ω
=
H
ω
F
ω
.Table 3
Equipment specifications used in the vibration characteristics test.
Equipment
Model
Function
SignalCalcMobilyzer
Data Physics Co.Model: DP440
Vibration measurement and analysis system
Impact Hammer
Type 8210
Transfer function measurement and mode analysis
Accelerometer
Dytran 3191A
Vibration measurement precision sensor
Modal Analyzer
Star Modal Ver 5.1
Natural frequencyFigure 6
Impact hammer excitation experiment setup.


### 4.2.2. Response Experiment Using Harmonic Loads

High technology industrial facilities are excited by a variety of causes such as motors, impact, and human walking. However, it is realistically hard to set up vibration environment equivalent to the real vibration conditions at the scale experiment procedure. In this study, among the various exciting causes, a motor is considered as the excitation force, and the resulting responses of two scale models are compared. There are a number of fabrication equipment and air conditioning equipment operated by motors on the FAB and R/P floors. The power, voltage, and pole number of a motor employed in this study are 0.2 kW, 380 V, and 2 P, respectively. The excitation frequencies of 20 Hz, 40 Hz, and 60 Hz are employed.


## 4.2.1. Vibration Characteristics Testing Using Impact Load

First, in order to obtain the dynamic properties of the scaled models, such as natural frequency, impact testing was performed using an impact hammer. The experimental method involves measuring the response at a random location on the structure where an impact hammer is used to apply impact, as shown in Figure6. When an impact hammer excites the structure, the sensor in the impact hammer measures the impact force f
(
t
) and the accelerometer sensor installed at the location point intended to measure the response records the response x
(
t
) that is induced by the impact hammer. Impact force f
(
t
) and response x
(
t
) are data displayed in the time domain which can be shown in the frequency domain when (1) and (2) are used. Also, the response X
(
ω
) and excitation force F
(
ω
) defined in the frequency domain can be expressed as a linear relationship with the transfer function H
(
ω
) as shown in (3). The transfer function H
(
ω
) is a unique property of the structure representing the magnitude of the response with respect to the unit excitation force. Table 3 shows the equipment specifications used in the vibration test.(1)
F
ω
=
1
2
π
∫
-
∞
∞
f
t
e
-
j
w
t
d
t
(2)
X
ω
=
1
2
π
∫
-
∞
∞
x
t
e
-
j
w
t
d
t
(3)
X
ω
=
H
ω
F
ω
.Table 3
Equipment specifications used in the vibration characteristics test.
Equipment
Model
Function
SignalCalcMobilyzer
Data Physics Co.Model: DP440
Vibration measurement and analysis system
Impact Hammer
Type 8210
Transfer function measurement and mode analysis
Accelerometer
Dytran 3191A
Vibration measurement precision sensor
Modal Analyzer
Star Modal Ver 5.1
Natural frequencyFigure 6
Impact hammer excitation experiment setup.


## 4.2.2. Response Experiment Using Harmonic Loads

High technology industrial facilities are excited by a variety of causes such as motors, impact, and human walking. However, it is realistically hard to set up vibration environment equivalent to the real vibration conditions at the scale experiment procedure. In this study, among the various exciting causes, a motor is considered as the excitation force, and the resulting responses of two scale models are compared. There are a number of fabrication equipment and air conditioning equipment operated by motors on the FAB and R/P floors. The power, voltage, and pole number of a motor employed in this study are 0.2 kW, 380 V, and 2 P, respectively. The excitation frequencies of 20 Hz, 40 Hz, and 60 Hz are employed.


## 4.3. Results and Discussion

The excitation and measurement locations of two tests are shown in Figures7–10. Since dimensions and plans of two models are different, excitation and measurement locations of two models are different. To compare the results between two models despite these differences, in this study, the averaged values are used.Figure 7
Excitation and measurement locations in the impact test of Nonsegmented Model.Figure 8
Excitation and measurement locations in the impact test of Segmented Model.Figure 9
Excitation and measurement locations in the harmonic test of Nonsegmented Model.Figure 10
Excitation and measurement locations in the harmonic test of Segmented Model.The results from the impact test are shown in Tables4 and 5 and Figure 11. The averaged results of the dynamic characteristics experiment for the FAB floor are summarized in Table 4. The frequencies of the 1st, 2nd, and 3rd resonance responses for the frequency domain are found to be 94%, 93.9%, and 91.5%, respectively, for the Segmented Model when compared to the Nonsegmented Model. The results show that the resonance response of the Segmented Model occurs at a lower frequency domain than the resonance response of the Nonsegmented Model.Table 4
Comparison of natural frequency and response magnitude by the impact test on FAB floor.
Mode
Frequency (Hz)
Response (um/Ns)
NonsegmentedModel
SegmentedModel
Ratio(%)
NonsegmentedModel
SegmentedModel
Ratio(%)
1st
16.2
15.2
94.0
13.1
7.1
54.2
2nd
25.8
24.3
93.9
6.1
3.4
55.8
3rd
33.3
30.4
91.5
5.2
4.1
78.9Table 5
Comparison of natural frequency and response magnitude by the impact test on R/P floor.
Mode
Frequency (Hz)
Response (um/Ns)
NonsegmentedModel
SegmentedModel
Ratio(%)
NonsegmentedModel
SegmentedModel
Ratio(%)
1st
16.3
15.7
96.4
13.5
6.3
46.3
2nd
29.1
26.9
92.5
4.9
0.9
17.8
3rd
38.6
40.5
104.9
3.5
0.8
23.8Figure 11
Comparison of transfer functions of two models by the impact tests.
(a)
FAB floor
(b)
R/P floorThe magnitudes of the 1st, 2nd, and 3rd resonance responses shown as the velocity value in the frequency domain are 54.2%, 55.8%, and 78.9%, respectively, for the Segmented Model when compared to the Nonsegmented Model. The response magnitude for the Segmented Model was significantly less than that of the Nonsegmented Model.The averaged results of dynamic characteristics experiment for the R/P floor are summarized in Table5. The averaged values of the 1st, 2nd, and 3rd resonance responses of the Segmented Model are 96.4%, 92.5%, and 104.9%, respectively, when compared with those of the Nonsegmented Model. The 1st and 2nd resonance responses of the Segmented Model occur in a somewhat low frequency range compared to the Nonsegmented Model while the 3rd response occurs in a somewhat high frequency range.The magnitudes of the 1st, 2nd, and 3rd resonance responses are 46.3%, 17.8%, and 23.8%, respectively, for the Segmented Model, revealing that the resonance response magnitudes of the Segmented Model are significantly lower than those of the Nonsegmented Model.Figure11 shows examples of transfer functions of the Nonsegmented Model and Segmented Model obtained from the impact tests. Figure 11 is made based on the results of impact tests that excitation locations for FAB and R/P floors of Nonsegmented Model are 19 and 28 in Figure 7, respectively, and those for FAB and R/P floors of Segmented Model are 19 and 37 in Figure 8, respectively. Since the values in Tables 4 and 5 are the values averaging results from multiple impact tests while Figure 11 is based on the result from the specific impact test, the frequency values and peak responses can be different. It is confirmed that the response magnitudes of the Segmented Model tend to be smaller than those of the Nonsegmented Model.The averaged results of harmonic tests are summarized in Table6. The averaged responses of FAB floor for the excitation frequencies of 20 Hz, 40 Hz, and 60 Hz are 48.4%, 32.5%, and 81.2%, respectively. The averaged responses of R/P floor for the excitation frequencies of 20 Hz, 40 Hz, and 60 Hz are 45.1%, 33.7%, and 22.8%, respectively. It is confirmed that responses of Segmented Model are smaller than those of Nonsegmented Model.Table 6
Comparison of responses of two Models by the harmonic tests.
Floor
Response of Nonsegmented Model (um/Ns)
Response of Segmented Model (um/Ns)
Ratio (%)
Excitation frequency (Hz)
Excitation frequency (Hz)
Excitation frequency (Hz)
20
60
60
20
60
60
20
60
60
FAB
21.9
210.8
740.5
10.6
68.5
601.3
48.4
32.5
81.2
R/P
20.4
825.5
415.4
9.2
277.8
94.6
45.1
33.7
22.8


## 5. Conclusion

In this study, to resolve the application limitation of the precast concrete (PC) method in high technology industrial facilities caused from the transport length restriction set by traffic laws, a structural system with a segmented PC system is introduced and the vibration performance of the segmented PC system is evaluated by the experimental test using the models scaled based on the mass basis law of similarity which does not require additional mass.Using the mass basis law of similarity (scale factorS
=
0.5), a Segmented Model is manufactured using the segmented method to produce a width of 9000 mm, depth of 7500 mm, and height of 7250 mm. In order to assess the relative vibration performance of the Segmented Model, a Nonsegmented Model is additionally manufactured, and the nonsegmented PC method, which is widely applied to conventional high technology industrial facilities, is applied to produce the Nonsegmented Model with a width of 7200 mm, depth of 7200 mm, and height of 7250 mm. The cross-sectional dimension of a girder in the original structure (14.4
m
×
14.4
m) for Nonsegmented Model is 1400
m
m
×
1600
m
m, and the cross-sectional dimension of a girder in the original structure (18
m
×
15
m) for Segmented Model is 1400 mm × 1700 mm.Compared to the span length and the height of cross section of a girder of Nonsegmented Model, those of Segmented Model are increased by 25% and 6.25%, respectively. The amount of increase in span length is larger the amount of increase in the dimension of cross section. This results in the decrease of stiffness of a structure. Although the stiffness of Segmented Model is smaller than that of Nonsegmented Model, it is shown that microvibration responses of Segmented Model at low frequency range are smaller than those of Nonsegmented Model. It is thought that the increased masses of Segmented Model compared to those of Nonsegmented Model affect responses. According to Newton’s second law, if the magnitude of the applied force is same, the increased mass of the structure leads to the reduction in the response of the structure caused by the force.



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*Source: 2452598-2017-02-12.xml*