ACI-COMPILATION-31-1996.pdf
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1、A C 1 COMP*3L * I 0662949 0525L87 224 SEISMIC DESIGN AND CONSTRUCTION Compilation 31 American Concrete Institute Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=IHS Employees/1111111001, User=listmgr, listmgr Not for Resale, 03/05/2007 01:54:23 MSTNo reproductio
2、n or networking permitted without license from IHS -,-,- 3 9 14 23 A C 1 COMP*33 * I 0662949 0525388 160 m Seismic Design and Construction AC1 Compilation 31 Contents Rehabilitation of the Jordan River Concrete 32 Buttress Dam for Seismic Loads, by Tibor J. Pataky and Bradley G. Kemp (Concrete Inter
3、national, V. 15, No. 5, May 1993, pp. 55- 60) 36 Bay Area Rapid Transit: Concrete in the 1960s by Bernard L. Meyers and Stephen H. Tso (Concrete International, V. 15, No. 2, February 1993, pp. 45-49) 42 Precast Concrete Connection Details for All Seismic Zones by C. E, Wames (Concrete International,
4、 V. 14, No. 1 1, November 1992, pp. 36-44) Precast Concrete in Seismic-Resisting Building Frames in New Zealand by R. Park (Concrete International, V. 12, No. 11, November 1990, pp. 43-51) Current Bridge Seismic Retrofit Practice in the United States by Mehdi “Saiid“ Saiidi (Concrete International,
5、V. 14, No. 12, December 1992, pp. 64-67) Shearwalls- An Answer for Seismic Resistance? by Mark Finte1 (Concrete International, V. 13, NO. 7, July 1991, pp. 48-53) Seismic Evaluation of Reinforced Concrete Frame-Wall Buildings by Sashi K. Kunnath, Andrei M. Reinhorn, and Young J. Park (Concrete Inter
6、national, V. 11, No. 8, August 1989, pp. 57-61) Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=IHS Employees/1111111001, User=listmgr, listmgr Not for Resale, 03/05/2007 01:54:23 MSTNo reproduction or networking permitted without license from IHS -,-,- Preface
7、This AC1 Compilation combines material previously published in CONCRETE INTERNATIONAL Magazine to provide compact and ready information on a specific topic. The material in such a compilation does not necessarily represent the opinion of any AC1 technical committee - only the opinions of the authors
8、 of the compiled articles. However, the material presented here is considered to contain useful information for readers interested in the subject. M. “Saiid“ Saiidi Chairman, AC1 Committee 341 Earthquake-Resistant Concrete Bridges John W. Wallace Chairman, AC1 Committee 368 Earthquake Resisting Conc
9、rete Structural Elements and Systems Todd Perbix Chairman, AC1 Committee 369 Seismic Repair and Rehabilitation On the cover: A relatively new addition to the skyline of Minneapolis-St. Paul is the City Center/Multi- Foods Tower. This %story building required 400,000 sq ft of sand-blasted precast pan
10、els. Architect: Skidmore Owings general contractor: PCL; and precast contractor: Gage Brothers. American Concrete Institute, Box 194 50, Redford Station, Detroit, Michigan 4821 9 Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=IHS Employees/1111111001, User=list
11、mgr, listmgr Not for Resale, 03/05/2007 01:54:23 MSTNo reproduction or networking permitted without license from IHS -,-,- A C 1 COMP*3L * I I Obb2949 0525190 819 W Concrete Buttress Dam he Jordan River Dam (Fig. 1) is a part of the Jordan River Power Development on Van- T couver Island, approximate
12、ly 50 km west of Victoria, B.C., Canada. Three types of dam were considered during the planning stage in 1912: con- crete gravity, masonry gravity, and re- inforced concrete buttress. Because of the shortage of naturally available and readily usable construction materials a decision was made to buil
13、d an Am- bursen type concrete buttress dam. The dam was constructed between August 1912 and October 1913.192 Under B.C: Hydros current dam safety program, comprehensive inspec- tions and reviews (CIRs) are carried out once every six years for high hazard dams. Such a CIR was carried out for the Jord
14、an River Dam in 1985 and the results reported in Reference 3. The major recommendations of the CIR re- port were to: 0 Complete the foundation investiga- tions started in 1985 O Assess condition and strength of the concrete in the buttresses and the up- stream slab Complete the dynamic analyses star
15、ted in 1985 Evaluation of existing structure Field non-destructive testing Ultrasonic pulse velocity (uPV) testing of Buttresses 38 and 40 was carried out in July 1986. UPV readings were taken at a grid of about 1.2 m. A total of 192 readings were taken for Buttress 38 and 136 for Buttress 40. A his
16、togram of UPV readings is shown on Fig. 2. A rather subjective interpretation of quality would be that a good portion of the concrete is of acceptable quality, but 20 to 25 percent of the UPV readings imply poor quality concrete. The UPV readings were correlated with compressive strength by con- duc
17、ting tests on samples prepared from 15 cores. The relationship between UPV on dry specimens and compressive strength is shown on Fig. 3. The general tendency for the UPV to be in direct proportion to compressive strength is quite apparent, but the scatter is wide, as indicated by a correlation coeff
18、icient of 0.32. The degree of saturation had a negligible effect on the readings. Laboratory tests on concrete Laboratory tests were conducted to ob- tain information on the physical prop- erties of concrete such as compressive, shear, and tensile strengths, modulus of elasticity, Poissons ratio, th
19、ermal coef- ficient of expansion, water absorption, and air void content. Compressive strength tests were car- ried out in accordance with ASTM C42- 84a. Thirty-one 146 mm diameter hori- zontal cores were drilled; of these, 28 were taken perpendicular to and 3 in the plane of the buttress. Strengths
20、 varied from a low of 6.25 MPa to a high of 38.7 MPa, with a mean of 18.1 MPa. To determine the shear strength of the concrete at horizontal construction joints, which appeared to be a potential source of weakness, twenty 203 mm di- ameter cores were taken with their axis SPILLWAY TOP OF PARAPET I-
21、EL 390. l S 7 W A L U W A Y BUTTRESS No. T Y P - below: Vertical exitation. NORMAL RESERVOIR LEVEL EL 386. Fig. 8 - General arrangement of new strengthening ele- ments on tallest buttress. 1- I 1-1 . -20M SHEAR TIES IOM-, I I J .5M *e- BUT TRESS PILASTER - O. 76% REINFORCEMENT Fia. 9 - Tvpicai Dilas
22、ter reinforcement. W Fig. 10 - Unfactored horizontal stress contours (seismic and dead loading), Dortion of frame alonci Dilaster line P5. Base support It is difficult to realistically represent the dam concretehedrock interface in a fi- nite element model. When using a base that is assumed to be fi
23、xed or pinned to the foundation at the node points, large tensile stresses appear at the toe and heel during upstream-downstream loading. To represent more realistically the lack of tensile strength in the foundation, a single buttress finite element model was constructed with gap elements pro- vidi
24、ng zero tensile capacity at the base. Resistance to upstream-downstream loading was provided by sliding friction only. Results showed that the high tensile stresses at the heel and toe did disap- pear, however the magnitude of the stresses higher up in the buttress did not change significantly. Mode
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