外貼玻璃纖維框架節(jié)點(diǎn)抗震性能試驗(yàn)研究 Seismic Per

1、 Zealand 1982. Hence, it is not surprising that bond deterioration occurred along the beam bars at the drift ratio of 4%. With reference to these strain proles in Fig. 12, yielding of the longitudinal bars spread over a distance of approximately 1.4d from the column face for all specimens, thus indi

2、cating the concentration of plastic hinges in the vicinity of this region. This indicated that the proposed FRP wrapping schemes were effective in conning the plastic hinges in the vicinity of this region. Anchoring the GFRP strip near the beam-column interface at beam top added to the effectiveness

3、. Distribution of Strains in Reinforcement along Column Height Fig. 13 illustrates the local strains of the longitudinal reinforcement along the column height for original and strengthened specimens. For all specimens, the column strains were in the elastic range when the beam reached its exural str

4、ength, indicating a “strong column-weak beam” response. Fig. 13a shows that Specimen SE1C had relatively smaller strains compared to Specimen E1C. However, there was not much change for Specimen SC1C compared to Specimen C1C, as shown in Fig. 13b. Note that the negative region in Fig. 13b has no rea

5、dings as two strain gauges for Specimen SC1C were not functional during the test. They could have been damaged during casting of specimen. The small strains observed implied that there were little exural cracks, in particular lesser in Specimen SE1C compared to the original specimen, at the column.

6、Conning the columns with GFRP sheet at 400 and 200 mm along the column height from the beam top for Specimen SE1C and Specimen SC1C, respectively, was sufcient and effective. For Specimen SC2C, the column bar strains were comparatively similar compared to Specimen C2C; however, it had considerably r

7、educed strains at its bottom column compared to the original specimen. In column longitudinal reinforcement passing through beam-column joints, bond stress is imposed due to change in column moment over joint depth. If no slippage of column longitudinal reinforcement occurs, the column bar strains s

8、hould change from tension on one side of the joint and compression on the other side. Slippage of column bars occurred at drift ratios 1/33 and 1/50 at bottom column for Specimen SC2C and Specimen C2C, respectively. However, the slippage was found only within 200 mm along the column height from beam

9、 bottom for Specimen SC2C. This implied that using CFRP strips for conning the column was effective and economical. Decomposition of Interstory Drift The total interstory drift recorded at the top of the column consisted of several components, comprising lateral displacements due to the beam exure,

10、beam shear, column exure deformations, and joint shear distortion. Measurements by LVDTs mounted on the specimens were used to derive the different deformations using the procedures described by Wu 2001. In general, the total calculated lateral displacements due to the contributing components were l

11、ess than the measured interstory drift. The uncounted lateral displacement could mainly be attributed to the rigid body rotation, which was unable to be captured during the test. Fig. 14 illustrates the displacement decomposition versus drift ratio relationship for original and strengthened specimen

12、s. A decrease in contribution to total drift from beam displacement was observed in all strengthened specimens. The FRP sheets and strips applied on the beam faces could have increase the stiffness of the beams. Furthermore, the FRP sheets and strips were well anchored near the beam-column joint int

13、erface, adding to the stiffness of the beams. To ensure equilibrium, a larger amount of load was imposed on the columns, resulting in an increase in contribution to total drift from column exure observed in all strengthened specimens as compared to the unstrengthened ones. For both Specimen E1C and

14、Specimen SE1C, the major source of the story drift was beam displacement see Fig. 14a, indicating a strong-column weak-beam response. However, the contributions to the total drift from beam exure had decreased considerably; it varied from 57.7 to 95.6% in Specimen E1C and 30 to 38% in Specimen SE1C.

15、 The contributions to the total drift from beam exure, beam shear, column exure, and joint shear at drift ratio of 4% for Specimen SE1C were 30, 22, 5, and 15%, respectively. The contribution to the total drift from column exure did not change signicantly during the testing while that from joint she

16、ar distortion increased gradually. Similar to Specimen SE1C, the same trend was also observed in Fig. 14b. The contribution to the total drift from beam exure had decreased tremendously for Specimen SC1C; it varied from 51.6 to 79.2% in Specimen C1C and from 1.5 to 13% in Specimen SC1C. Column exure

17、 deformation was predominant instead in the strengthened specimen; it varied from 2 to 5% in Specimen C1C and from 27 to 36% in Specimen SC1C. The contributions to the total drift from beam exure, beam shear, column exure, and joint shear were 1.513%, 0.46%, 2736%, and 01% respectively. Both Specime

18、n C1C and Specimen SC1C had insignicant contribution to total drift from joint shear distortion. Similar to Specimen SE1C, the contribution to the total drift from column exure for SC1C did not change signicantly during the testing. For Specimen SC2C, according to Fig. 14c, the contribution of beam

19、exure had decreased slightly compared to the unstrengthened specimen; it varied from 23.2 to 36.1% in Specimen C2C and from 16 to 28% in Specimen SC2C. The contributions to the total drift from beam exure and column exure deformation were predominant in Specimen SC2C. The contribution from column ex

20、ure was relatively higher for Specimen SC2C than C2C. The gradual increase in the contribution to total drift from column exure was supported by the increase in multidiffuse cracking between bands of CFRP strips conning the column. The contribution to the total drift from beam exure, beam shear, col

21、umn exure, and joint shear at drift ratio of 4% were 28, 5, 34, and 1%, respectively. Due to the three dimensional nature of the specimen, the transducers placed diagonally in the joint panel especially for the C1 and C2 series, the joint shear deformation could not be captured. Conclusions From the

22、 results of the experimental program, effective and economical FRP strengthening schemes are developed for existing nonseismically detailed interior RC beam-column joints. A comparison between the performance of original specimens and strengthened ones shows a tremendous increase in strength, stiffn

23、ess and energy dissipation capacity. This is attributed to the following reasons: The use of two layers of 45° CFRP strips at the joint and beam area was effective in strengthening eccentric joint. The use of CFRP strips on strong-column weak-beam is effective in exural strength: CFRP strips ro

24、und the column and CFRP strips as cross bracings on the beam and column face. Good an- JOURNAL OF STRUCTURAL ENGINEERING © ASCE / OCTOBER 2009 / 1187 1000 Length along column reinforcement (mm 1000 Length along column reinforcement (mm 800 600 400 200 0 -200 -400 -600 -800 -1000 -3000 Positive

25、Negative S i 3 800 600 400 200 0 -200 -400 -600 -800 -1000 -3000 Positive Negative -2000 -1000 0 Strain (mm*1E-6 . 1000 2000 3000 -2000 -1000 0 Strain (mm*1E-6 1000 2000 3000 Specimen E1C 1000 Length along column reinforcement (mm 800 600 400 200 0 -200 -400 -600 -800 -1000 -3000 Positive Negative (

26、a 1000 Length along column reinforcement (mm 800 600 400 200 0 -200 -400 -600 -800 -1000 -3000 Specimen SE1C Positive Negative S i 3 -2000 -1000 0 1000 2000 3000 -2000 -1000 0 Strain (mm*1E-6 1000 2000 3000 Strain (mm*1E-6 . Specimen C1C 1000 (b 1000 Length along column reinforcement (mm 800 600 400

27、 200 0 -200 -400 -600 -800 -1000 -3000 Specimen SC1C Length along column reinforcement (mm 800 600 400 200 0 -200 -400 -600 -800 -1000 -3000 1/150 1/100 1/75 1/50 1/33 1/25 1/150 1/100 1/75 1/50 1/33 1/25 -2000 -1000 0 Strain (mm*1E-6 1000 2000 3000 -2000 -1000 0 Strain (mm*1E-6 1000 2000 3000 Speci

28、men C2C (c Specimen SC2C Fig. 13. Local strains of longitudinal reinforcement along the height of the column for as-built and strengthened specimens chorage in the form of ber anchors is effective in anchoring FRP sheets and strips; they contributed much to the shear strengthening of beam-column joi

29、nt and beam. Such anchorages also ease constructability on site. To develop the strength of the ber, it is recommended that the anchorages be installed at beam bottom near the beam-column interface and at the edges of FRP strips and sheets near the joint core. On the other hand, it is noted that bea

30、m jacketing in the 1188 / JOURNAL OF STRUCTURAL ENGINEERING © ASCE / OCTOBER 2009 Fig. 14. Displacement decomposition versus drift ratio relationship for as-built and strengthened specimens form of FRP U-wrapping is necessary in preventing shear failure in the beam and allowed a exural hinge to

31、 develop. The proposed strengthening schemes were successful in eliminating or delaying the shear mode of failure. Instead, exural hinging of the beam, a ductile mode of failure, occurred in the form of cracks near the joint core corners for Specimen SE1C and delamination of FRP strips at beam-colum

32、n interface near joint core region for Specimen SC1C and Specimen SC2C. Since the behavior of beam-column joints is complex and still not completely understood. Thus, adopting a direct extension of the FRP strengthening strategies for beams and columns on beam-column joints would be difcult. The pro

33、posed strengthening schemes will help develop FRP strengthening strategy for beam-column joints and that are potentially efcient for mass repair or upgrading of structures not suitably designed to withstand earthquakes. Acknowledgments This research was made possible through the support of, and in c

34、ollaboration with FYFE Asia Pte. Ltd. in Singapore. The signicant assistance from Engr. Jeslin Quek and Mr. Ow Meng Chye of FYFE Asia are gratefully acknowledged. Notation The following symbols are used in this paper: Ag gross sectional area of column; d effective depth; db beam bar diameter; hc col

35、umn depth; f c concrete compressive strength; JOURNAL OF STRUCTURAL ENGINEERING © ASCE / OCTOBER 2009 / 1189 f y steel strength at yielding; and g acceleration due to gravity. References Antonopoulos, C. P., and Triantallou, T. C. 2003. “Experimental investigation of FRP-strengthened RC beam-co

36、lumn joints.” J. Compos. Constr., 71, 3949. Clyde, C., and Pantelides, C. P. 2003. “Seismic evaluation and rehabilitation of R/C exterior building joints.” Proc., 7th National Conf. on Earthquake Engineering (7NCEE, Earthquake Engineering Research Institute, Oakland, Calif. Columb, F., Tobbi, H., Fe

37、rrier, E., and Hamelin, P. 2008. “Seismic retrot of reinforced concrete short columns by CFRP materials.” Compos. Struct., 824, 475-487. Construction Innovation. 2002.“Review of strengthening techniques using externally bonded ber reinforced polymer composites: Decision support tools for concrete infrastructure rehabilitation.” Rep. No. 2002-005-C-01, Construction Innovation, Australia, 67. El-Amoury, T., and Ghobarah, A. 2002. “Seismic rehabilitation of beam-column joint using GFRP sheets.” Eng. Struct., 2411, 139