Seismic Diagnosis and Structural Performance Evaluation of

41

Session A-0: Activation Methodology/Best Activation Award

Seismic Diagnosis and Structural Performance Evaluation

of Existing Timber Houses in Tokyo

Part 5 Application of Microtremor Measurement

Kazuki Chiba, M. Eng. 1Kaori Fujita, Dr. Eng. 2Hiromi Sato, M. Eng. 3

Soutarou Takahashi, M. Eng. 4Akiko Baba 5

1. Ph.D. Candidate, Department of Architecture, Graduate School of Engineering, Tokyo Metropolitan University, 1-1 Minami Osawa, Hachioji City, Tokyo, 192-0397, JAPAN, [email protected]

2. Associate Professor, Department of Architecture, Graduate School of Engineering, the University of Tokyo, 7-3-1 Hongo, Bunkyo-ku, Tokyo, 113-8656 JAPAN, [email protected]

3. Ph.D. Candidate, Department of Architecture, Graduate School of Engineering, Tokyo Metropolitan University, 1-1 Minami Osawa, Hachioji City, Tokyo, 192-0397, JAPAN, [email protected]

4. Polus Corporation, 3-24-9 Minami Koshigaya, Koshigaya City, Saitama Prefecture, 343-0845, JAPAN, [email protected]

5. Graduate student, Department of Architecture, Graduate School of Engineering, Tokyo Metropolitan University, 1-1 Minami Osawa, Hachioji City, Tokyo, 192-0397, JAPAN, [email protected]

Keywords: Nondestructive Inspection Method, Natural Frequency, Damping Factor

AbstractThis paper presents the results of microtremor measurements of timber houses. The aim of this research is to clarify the structural performance from the fundamental vibration characteristics. Authors obtained microtremor measurements on eleven timber detached houses of either conventional timber frame construction or traditional timber construction. The houses are located in Tokyo, Gifu prefecture, and Yamaguchi prefecture. In this research, several houses that differ in construction type, year of construction and building configuration are categorized into a house type. The results of the microtremor measurements are evaluated for each category. Finally the validity of the microtremor measurements in the evaluation of structural performance of timber structures is discussed in detail.

1. Introduction Microtremor measurement is a nondestructive inspection method and a simple method to evaluate the vibration characteristics of structures. Therefore microtremor measurement is expected to play an effective role in the structural evaluation of existing timber houses because the measurement results can be used to calculate the natural frequency and damping factor. Many researchers have performed microtremor measurements of timber houses in the past, and the fundamental vibration characteristics of timber detached houses by microtremor measurement have been investigated. This study evaluates the results of microtremor measurement performed by the authors 1)-4).The first purpose of this study is to reveal the relation between the vibration characteristics and the building configuration and year of construction. This is done by classifying structure into categories. The second purpose of this research is to compare the results of microtremor measurements performed by the authors with those obtained in previous researches. By a discussion of the study results, the validity of microtremor measurement as a nondestructive inspection method is clarified.

42

2. Microtremor Measurement of Timber Houses 2.1 Outline Microtremor measurements and forced vibration tests by human power were performed to clarify fundamental vibration characteristics such as the natural frequency, damping factor, and vibration mode of selected houses. This section explains the investigated houses subjected to microtremor measurements by the authors. The results of the microtremor measurements clarify the fundamental characteristics of vibration. Finally the differences according to house type are evaluated using the results of the microtremor measurements and the forced vibration tests. 2.2 Investigated Houses The investigated houses are listed in Tables 1 and 2. Table 1 shows the houses of conventional timber frame construction and Table2 shows the houses of traditional timber construction. The houses in Table 1 are categorized as conventional or urban houses. The houses in Table 2 are categorized as farmhouses or folk houses. Brief descriptions of each investigated houses are described below. 1) House A and B : These houses are located in Shinagawa and Suginami in Tokyo. The construction

method is conventional timber frame with plywood walls or mud hanging walls with covered plaster board. The roof is composed of clay tiles. They are common two-story detached houses. The authors categorize these houses as Conventional Houses. Reinforcement1) on these houses was performed in 2006 (House A) and 2005 (House B).

2) House C, D, E and F : These houses are located Kanda,2) in Tokyo. The construction method is conventional timber frame with walls of plywood, plaster board and mortar plastering. The roof is composed of clay tiles. The authors categorize these houses as Urban House. Urban House is known as Machiya in Japan. The majority of Machiya have the characteristic in which the narrow frontage side and the opening face a road. House C was rebuilt in 2003.

3) House a, b and c : These houses are located Takayama city in Gifu prefecture. Takayama city is located in the Hida region, in central Japan. The construction type is traditional timber. These are post and beam structures with timber siding walls and mud hanging walls. The roofs are either a half-hipped roof thatched with reed (house a), a gabled roof wooden with singles (house b) or a steep rafter thatched roof (known as Gassho-zukuri in Japan). The year of construction is between 17th to 18th century. The authors categorize these houses as a Farmhouse.

Table 1 The Characteristics of Investigated Houses (By Conventional Timber Frame Construction)

Exterior

1F Plan

LocationConstruction

YearHouse Type

WallRoof

1F Area (m2)Total Weight

(kN)

Conventional Timber Frame ConstructionE FA B C D

Tokyo (Shinagawa) Tokyo (Suginami) Tokyo (Kanda)

303 113

1966(reinforced in 2005)

plywood and plaster board

83.64

377

Conventional Two-storied House

1961(reinforced in 2006)

mud wall and plaster boardclay tiles

99.8

583

23.89 35.26

92.3 164

68.12 23.89

1930(reinforced in 2003) 1930 1960 1965

Urban Two-storied House (only F, Three-storied House)plywood and plaster board, mortar plastering

Y

X 3.57m

6.74

m

StoreSpace

12.2m

5.65

m

4.03m

5.9m

4.61m

7.47

m

Doma

Kitchen

Diningroom

7.28

m

13.9m

9.1m KitchenDining

room

Bedroom

13.1m

43


Table 2 The Characteristics of Investigated Houses (By Traditional Timber Construction)

Exterior

1F Plan

LocationConstruction

YearHouseTypeWall

Roof

1F Area (m2)Total Weight

(kN)

farmhouse

146 210 98.7 (only search area)

house with a steep rafter roof folk house

timber mud

wooden singles thatched roof

113

255

timber

thatched roof

149

129 367 646

timber and mud

the 19th century

farmhouse

mudthatched roof(covering tin)

the 17th-18th century the 17th century the end of 18th century the 19th-20th century

Tokyo (Oume) Yamaguchi Pref.Gifu Pref. (Takayama)

Traditional Timber Detached Housesa b c d e

Y

X 13.9m

10.7

m

Doma(mud room)

17.1

m

17.9m

DomaDoma

10.9

m

13.3m13.7m7.97m

5.77

m8.

86m

Search Area

ReligiousArea

Inhabitant Area(Etention Area)

9.4m

14.2m

Doma

The direction of X is the ridge direction and the direction of Y is the span direction in the 1F Plan row. The number described in brackets in the Construction Year row is the year in which reinforcement or rebuilding was performed. Total weight of conventional houses is the value estimated in seismic diagnosis and measurement investigation.

4) House d : This house is located in Oume City in western Tokyo. Oume city is a suburban form village in Tokyo. The construction type is traditional timber. This house is a post and beam structure with mud hanging walls. The roof is thatched with reed. The year of construction is between 19th to 20th century. The authors categorize this house as a Folk house. Investigation of this house was performed in the search for a 1F plan.

5) House e : This house is located in Yamaguchi Prefecture. Yamaguchi prefecture is located in southwestern Japan. The construction type is traditional timber. This house is a post and beam structure with mud hanging walls. The roof is thatched with reed covered with tin. The year of construction is sometime in the 19th century. The authors categorize this house as a Farm house. Lateral loading tests were performed on this house in 2004.

2.3 Experimental Methods Six velocimeters were used in the tests. Typical examples of the measurement program are shown in Fig.1. Each experiment was performed on two kinds of sets. Fig. 1-b is the set to determine the vibration mode of vertical motion. Fig.1-a, 1-c are the sets to determine the torsional mode. First, the microtremor measurement was conducted to identify the natural frequency in the first mode. Second, the forced vibration test in the first mode was performed by human power (e.g., some persons push column). The sampling frequency was 200Hz, which was measured by displacement. The recording time was 300 seconds for the microtremor measurement and 60 seconds for the forced vibration test. 2.4 Results of the Experiments The natural frequency was determined by the predominant frequency of the transfer function and vibration modes. The transfer function was taken from the Fourier spectrum calculated by FFT analysis of the response wave of displacement. The vibration mode was determined from the phase difference and amplitude of the transfer function. The damping factor was calculated from the logarithmic decrement of the free vibration waveform and curve fitting of the transfer function by the formula of the amplification ratio. All results of the analysis are shown in Table 3. Each result is discussed below.

44

1) Natural Frequency of Vibration The typical transfer functions of the investigated houses are shown in Fig. 2. Only house d is shown in the Fourier spectrum, because a good result was not determined. Urban houses have a common configuration of slenderness. Therefore, the predominant points in their transfer function are different in the ridge direction (X) and the span direction (Y). House F is an isolated example, because this figuration is almost square. In the comparison of the natural frequency of vibration in the first mode, the frequency is 3.4 4.7 Hz for conventional houses, 2.8 7.4 Hz for urban houses, 2.0 5.66 Hz for farm houses and folk houses.

Table 3 The Results of the Microtremor Measurement Plan Weight Max. Disp. Natural Freq. Keq(m) (kN) (mm) (Hz) Log Curve (kN/mm)

(X) 13 0.022 4.66 2.9 - 51(Y) 9.1 0.035 4.13 2.4 - 40(X) 14 0.008 4.54 3.5 - 31(Y) 7.3 0.001 3.37 4.8 - 17(X) 3.6 0.027 5.08 1.2 - 10(Y) 6.7 0.020 7.42 1.0 - 20(X) 4.6 0.036 2.83 2.2 - 5(Y) 7.5 0.020 6.93 1.3 - 32(X) 12 0.054 5.37 2.8 - 35(Y) 5.7 0.011 3.60 0.8 - 16(X) 4.0 0.010 5.57 - - 14(Y) 5.9 0.013 5.47 - - 14(X) 14 0.001 2.88 - 1.5 12(Y) 11 0.001 2.66 - 1.4 10(X) 13 0.001 4.30 - 1.3 10(Y) 11 0.001 5.66 - 0.8 17(X) 18 0.003 2.71 - 1.9 19(Y) 17 0.006 2.00 - 1.7 10(X) 14 0.015 3.91 2.9 - 16(Y) 9.4 0.030 3.52 2.6 - 13(X) 14 0.002 3.13 2.0 2.2 11(Y) 8.9 0.004 3.13 2.6 3.2 11

c

d

e

Type

Suburban

Urban

Folk

Farm

House

E

C

583

377

92.3

164

A

303

B

0.6

2.2

0.7

1.3

D

646

283

255

367

129

F

a

b

113

Damping Factor (%) Keq ratioX/Y

1.3

1.8

0.5

0.2

2.2

1.0

1.2

0.6

1.8

1.0

1.2

Length ratioX/Y

1.4

1.9

0.5

1.2

1.0

1.5

1.5

X is ridge direction and Y is span direction in the House row. In the damping factor column, “Log” is a calculation from the logarithmic decrement of the free vibration waveform, “Curve” is acalculation from curve fitting of the transfer function by the formula of the amplification ratio. Keq is the equivalent stiffness calculated from the relation of the weight and the natural frequency of vibration in the first mode, using the following calculation.

1000/)2( 2 mfK eq

(eqK (kN/mm): equivalent stiffness, f (Hz): first natural frequency, m (t): the weight of house estimated in seismic diagnosis)

The natural frequency of vibration in first mode of A, B and C are the value investigated after reinforcement.

Fig.1-c) Traditional House (e.g. House b)

Fig.1-b) Urban House(e.g. House C)

Fig.1-a) Conventional House (e.g. House A)

Fig.1 Measurement Program

G.L.

Plan (1F) Plan (2F)

Section

Y

X

Plan (2F)

Section

Y

X

Y

X

Section

Plan (1F) Above Beams

45


2) Equivalent Stiffness The equivalent stiffness is calculated from the relation of the first natural frequency and the total weight of the house. The equivalent stiffness of the conventional houses is relatively high. Urban houses are affected by the slenderness ratio, so the ratio of the equivalent stiffness of the ridge direction and span direction is about 2:1. From the comparison of the ratio of the equivalent stiffness and the ratio of the length of the ridge direction and span direction, there seems to be a good relation between the length of the walls and the first natural frequency in the case of conventional timber frame houses. 3) Damping Factor The damping factor of houses, as obtained by the authors, range from 0.8% to 4.8%. The damping factor is 2.4% 4.8% for conventional houses, 0.8% 2.8% for urban houses, 0.8% 3.2% for farm houses and folk houses. The damping factor tends to have a large vibration. The results of the experiments at this time could not be related to a specific physical quantity with the damping factor.

3. Comparison with Previous Research The fundamental vibration characteristics of timber houses by microtremor measurement have been accumulated from previous research5)-48). In this section, the results of survey documents are compared

Fig.2-a) House A (after reinforcement) Fig.2-b) House D

0

10

20

30

40

0 1 2 3 4 5 6 7 8 9 10Frequency(Hz)

Am

plitu

de

X (Ridge Direction)Y (Span Direction)

6.93Hz(15.4)

2.83Hz(25.4)

0

10

20

30

40

0 1 2 3 4 5 6 7 8 9 10Frequency(Hz)

Am

plitu

de


5.37Hz(11.0)

3.61Hz(15.8)

Fig.2-c) House E

0

10

20

30

40

1 2 3 4 5 6 7 8 9 10Frequency (Hz)

Am

plitu

de


4.13Hz(17.6)

4.66Hz(27.6)

0

20

40

60

80

0 1 2 3 4 5 6 7 8 9 10Frequency(Hz)

Am

plitu

de

X (Ridge Direction)Y (Span Direction) 5.47Hz

(50.6)

5.57Hz(62.7)

Fig.2-d) House F

0

10

20

30

40

1 2 3 4 5 6 7 8 9 10Frequency (Hz)

Am

plitu

de

X (Ridge Direction)

Y (Span Direction)2.88Hz(26.8)

2.66Hz(16.7)

Fig.2-e) House a

0

10

20

30

40

1 2 3 4 5 6 7 8 9 10Frequency (Hz)

Am

plitu

deX (Ridge Direction)

Y (Span Direction)5.66Hz(18.8)

4.30Hz(17.1)

Fig.2-f) House b

0102030405060

1 2 3 4 5 6 7 8 9 10Frequency (Hz)

Am

plitu

de

X (Ridge Direction)

Y (Span Direction)

2.00Hz(48.6)

2.71Hz(30.4)

0.000

0.001

0.002

0.003

1 2 3 4 5 6 7 8 9 10Frequency (Hz)

Four

ier S

pect

rum X (Ridge Direction)

Y (Span Direction)

3.13Hz

3.13Hz

Fig.2-g) House c Fig.2-h) House d Fig.2 The Transfer Functions of Investigated Houses

46

with the results of microtremor measurement performed by the authors and presented in this paper. The relation of the first natural frequency and year of construction is shown in Fig. 3. The frequency values in Fig. 3 are averages of the ridge direction and span direction. The year of construction in Fig. 3 are estimated if the precise year of construction is unknown. In case of conventional houses, the frequency tends to rise as the year of construction rises (i.e., approaches the present age). It has been suggested that this tendency is related to the progress of construction methods of conventional timber houses. The first natural frequency of conventional houses is about 2.0 10 Hz. The results from the experiments conducted by the authors have the same tendency as those shown in the previous research. In the case of urban houses, folk, and farm houses, the relation of natural frequency with the year of construction isn’t determined to be precisely proportional. In Fig.3, the results of temples and shrines are shown in Fig.3 for reference. In the case of temples and shrines, minute rising of the natural frequency is determined as the year of construction approaches the present age. The first natural frequency is about 2.0 6.0 Hz for urban houses, about 2.0 5.0 Hz for farm houses and folk houses. Furthermore, temples and shrines is 1.0 4.0 Hz. From the comparison with previous research, the results by the authors show the same tendency as those in the previous research. The distribution of natural frequency of vibration in the first mode by construction type is clarified. It is thought of as this tendency is available for a nondestructive inspection method.

4. Conclusions 1. The results of microtremor measurements of eleven houses are accumulated for the categories of

conventional house, urban house, farm house and folk house. 2. The results of microtremor measurements performed by the authors determine the natural frequency of

vibration in the first mode is 3.4 4.7 Hz for conventional houses,2.8 7.4 Hz for urban houses, 2.05.66 Hz for farm houses and folk houses.

3. From previous research, the first natural frequency is 2.0 10 Hz for conventional houses, 2.0 6.0 Hz for urban houses, 2.0 5.0 Hz for farm houses and folk houses, 1.0 4.0 Hz for temples and shrines.

4. The results of experiments clarify that the damping factor is 2.4% 4.8% for conventional houses, 0.8% 2.8% for urban houses, 0.8% 3.2% for farm houses and folk houses.

5. A good relation of the length of walls and the first natural frequency is suggested in the comparison of the equivalent stiffness and slenderness ratio in conventional timber frame houses.

Fig.3 The Relation of the First Natural Frequency and Year of Construction

Con

vent

iona

l Hou

se

Urb

an H

ouse

Folk

and

Far

m H

ouse

Tem

ple

and

Shiri

ne

2.0Hz

10Hz

2.0Hz

The

Dis

tribu

tion

of 1

st Fr

eque

ncy

Construction Type

2.0Hz

6.0Hz

5.0Hz

4.0Hz

1.0Hz0

2

4

6

8

10

12

14

1650 1700 1750 1800 1850 1900 1950 2000 2050Year of Construction

1st F

requ

ency

(Hz)

Conventional(2-story) : doc. 5)-16)Urban : doc. 17)-20)Folk, Farm : doc. 16),22)-34)Temples, Shirine : doc. 35)-48)Conventional (This Study )Urban (This Study )Farm, Folk (This Study)

House bHouse a House c House e

House d

House C

House D

House EHouse F

House A

House B

47


6. In the case of conventional houses, the frequency tends to rise as the year of construction approaches the present age.

Acknowledgements The authors express their appreciation to the owners and the administrator of investigated houses performed microtremor measurement and investigation measurement, member of the Fujita laboratory of Tokyo Metropolitan University and member of the Koshihara laboratory of the Tokyo University, without the help of which these experiment would not have succeeded. The authors also extend their sincere gratitude to Professor Koizumi, Professor Yamada, and Mr. Yamamura of Tokyo Metropolitan University, Professor Sakamoto, Professor Koshihara of the Tokyo University. A part of Investigation in Hida was financially supported by A Research Grant for Encouragement of Young Researchers, The 21st Century COE Program of Tokyo Metropolitan University.

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