1、STD-AC1 SP-LBY-ENGL 1999 8 Obb2947 0553330 2LiL II iighHPerformance Concrete SP. 189 El iternational Research to Practice High-Performance Concrete: Research to Practice international SP- 189 STD=ACI SP-187-ENGL 1999 DbbZY49 0551332 014 DISCUSSION of individual papers in this symposium may be submit
2、ted in accor- dance with general requirements of the AC1 Publication Policy to AC1 headquarters at the address given below. Closing date for submission of discussion is July 1, 2000. All discussion approved along with closing remarks by the authors will be published in the NovemberDecember 2000 issu
3、e of either AC1 Structu ral Journal or AC1 Materials Journal depending on the subject emphasis of the individual Paper- The Institute is not responsible for the statements or opinions expressed in its publications. Institute publications are not able to, nor intended to, supplant indi- vidual traini
4、ng, responsibility, or judgment of the user, or the supplier, of the information presented. The papers in this volume have been reviewed under Institute publication proce- dures by individuals expert in the subject areas of the papers. Copyright O 1999 AMERICAN CONCRETE INSTITUTE P.O. Box 9094 Farmi
5、ngton Hills, Michigan 48333-9094 All rights reserved including rights of reproduction and use in any form or by any means, including the making of copies by any photo process, or by any electronic or mechanical device, printed or written or oral, or recording for sound or visual reproduction or for
6、use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors. Printed in the United States of America Editorial production: Jane D. Carroll Library of Congress catalog card number: 99-06807 1 STDDACI SP-LB7-ENGL 1997 W Obb27Li9 0553333 T
7、50 PREFACE The theme of the American Concrete Institute Spring Convention held in Chicago, Ill., March 14-19, 1999, was High-Performance Concrete (HPC). Thirty-nine technical sessions were held at the convention. Twenty-one sessions were identified as theme sessions. The organizers of each theme ses
8、sion were invited to have their speakers contribute papers to an AC1 Special Publication on High-Performance Concrete. Selection, review, and approval of each paper was handled by the organizer of the corresponding technical session. Coordination of the special publication was provided by the TAC su
9、bcommittee on High- Performance Concrete. A total of 25 papers are included in this publication. The general topics include HPC bridges, HPC structurai lightweight concrete, material science of HPC, and structural safety of HPC. The papers on each topic are grouped according to the organizing commit
10、tee. Thanks are due to the authors of the papers, the organizers for each committee-H. M. Abdou, D. A. Lange, H. H. Nassif, M. L. Ralls, and J. P. Ries-and to the many reviewers of the papers. H. G. Russell Chairman TAC Subcommittee on High-Performance Concrete iii STDeACI SP-LB9-ENGL 3999 Obb2949 0
11、553334 997 CONTENTS CHAPTER 1-DESIGN AND CONSTRUCTION ISSUES OF HIGH- PERFORMANCE CONCRETE BRIDGES -Presented by Committee 343, Concrete Bridge Design (Joint ACI-ASCE, and THPC), AASHTO HPC Lead State Team and THPC HIGH-PERFORMANCE CONCRETE LEAD STATE TEAM ACTIVITIES: OVERVIEW by M. W. Beacharn . 1
12、STRUCTURAL DESIGN OF HIGH-PERFORMANCE CONCRETE BRIDGES by M. K. Tadros, X. Huo, Z. (John) Ma, and M. Baishya . 9 MIXTURE PROPORTIONING FOR HIGH-STRENGTH HIGH-PERFORMANCE CON- CRETE BRIDGE BEAMS by J. J. Myers and R. L. Carrasquillo . 37 PLACING, CONSOLIDATING, AND CURING OF HIGH-PERFORMANCE CONCRETE
13、 IN BRIDGES by C. Ozyildirim . 57 BEHAVIOR OF HIGH-STRENGTH HIGH-PERFORMANCE CONCRETE BRIDGE GIRDERS by J. F. Santon, P. Barr, and M. O. Eberhard 71 TEXAS HIGH-PERFORMANCE CONCRETE BRIDGE DECKS M. L. Ralls 93 CHAPTER %HIGH-PERFORMANCE STRUCTURAL LIGHTWEIGHT CONCRETE -Presented by Committee 213, Ligh
14、tweight Aggregate and Concrete EVALUATION OF LIGHTWEIGHT CONCRETE PERFORMANCE M 55 TO 80 YEAR-OLD SHIPS by R. D. Sturm, N. McAskill, R. G. Burg, and D. R. Morgan . 101 LOW-DENSITY HIGH-PERFORMANCE CONCRETE by J. F. Speck and R. G. Burg 12 i V STDmACI SP-LBY-ENGL 1999 = 0bb2747 0551335 823 CHAPTER MA
15、TERIALS SCIENCE OF HIGH-PERFORMANCE CONCRETE -Presented by Committee 236, Material Science of Concrete, and the NSF Center for ACBM USING NITROGEN ADSORPTION TO QUANTITATIVELY STUDY MICROSTRUCTURE OF CEMENT PASTES by M. C. Garci and H. M. Jennings 133 PERCOLATION ASPECTS OF CEMENT PASTE AND CONCRETE
16、-PROPERTIES AND DURABILITY by E. J. Garboczi and D. P. Bentz 147 ROLE OF THRESHOLDING TO DETERMINE SIZE OF INTERFACIAL TRANSITION ZONE by P. A. M. Basheer, L. Basheer, D. A. Lange, and A. E. Long 165 MEASURING THREE-DIMENSIONAL DAMAGE OF MORTAR IN COMPRESSION WITH X-RAY MICROTOMOGRAPHY AND DIGITAL I
17、MAGE CORRELATION by J. S. Lawler, D. T. Keane, and S. P. Shah . i 87 INVESTIGATION OF FATIGUE CRACK GROWTH MECHANISMS IN MORTARS CONTAINING FLY ASH by P. C. Taylor and R. B. Tait 203 HIGH-PERFORMANCE FIBER REINFORCED CONCRETE-OPTIMIZING INTERFACIAL by A. Dubey and N. Banthia 223 PROPERTIES FOR HIGH-
18、MODULUS AND LOW-MODULUS FIBERS INFLUENCE OF LOADING ON CORROSION AND MECHANICAL RESPONSE OF REINFORCED CONCRETE ELEMENTS by S. C. Yoon, H. R. Wang, W. J. Weiss, and S. P. Shah 253 STUDY OF FLOW BEHAVIOR OF SUPERPLASTICIZED CEMENT PASTE SYSTEMS AND ITS INFLUENCE ON PROPERTIES OF FRESH CONCRETE by J.
19、Roncero, R. Gettu, P. C. C. Gomes, and L. Agull . 273 USE OF MULTICOMPONENT CEMENTITIOUS SYSTEMS IN HIGH-PERFORMANCE CONCRETE by M. D. A. Thomas and M. H. Sheha ta 295 PREDICTION OF STRENGTH AND SHRINKAGE FOR EARLY AGE HIGH- PERFORMANCE CONCRETE by K. Kovler, 1. Schamban, S.-I. Igarashi, and A. Bent
20、ur 3 1 i ASSESSMENT OF MICROSTRUCTURAL CHANGES DURING RAPID CHLORIDE PERMEABILITY TEST USING IMPEDANCE SPECTROSCOPY MEASUREMENTS by C. Aldea, J. Shane, T. Mason, and S. P. Shah . 333 VI RELATIONSHIP BETWEEN NONEVAPORABLE WATER CONTENT AND HARDENED PROPERTIES OF HIGH-PERFORMANCE MIXTURES by R. C. A.
21、Pinto, S. V. Hobbs, and K. C. Hover 351 CHAPTER GAPPLICATION OF HIGH-PERFORMANCE CONCRETE IN TRANSPORTATION STRUCTURES -Presented by Committees 343, Concrete Bridge Design (Joint ACI-ASCE) and 345, Concrete Bridge Construction, Maintenance, and Repair IMPACT OF SHRINKAGE REDUCING ADMIXTURE ON PROPER
22、TIES AND PERFORMANCE OF BRIDGE DECK CONCRETE by J. J. Schemmel, J. C. Ray, and M. L. Kuss . 367 FACTORS INFLUENCING DURABILITY AND EARLY-AGE CRACKING IN HIGH- STRENGTH CONCRETE STRUCTURES by W. J. Weiss, W. Yang, and S. P. Shah 387 SHEAR STRENGTH OF HIGH-STRENGTH CONCRETE-AC1 3 18-95 VERSUS SHEAR FR
23、ICTION by R. E. Loov and L. Peng . 411 CHAPTER CTRUCTURAL SAFETY ASSESSMENT OF HIGH- PERFORMANCE CONCRETE -Presented by Committee 348, Structural Safety MODELING UNCERTAINTIES IN HIGH-STRENGTH CONCRETE COLUMNS ACCORDING TO RELIABILITY-BASED DESIGN PHILOSOPHY by S. M. C. Dink and D. M. Frangopol . 43
24、 1 STRENGTH OF HIGH-PERFORMANCE CONCRETE M COLUMNS-FACTORS AND EFFECT OF PLACING METHOD by J. R. Casas, R. Gemi, L. Agull, and B. Toralles-Carbonari 45 1 VI I STD-AC1 SP-LAY-ENGL 1777 Obb29Li7 0551337 blb = Chapter 1 Design and Construction Issues of High-Performance Concrete Bridges STD.ACI SP-389-
25、ENGL 1799 6 Obb29Li 0553338 532 m SP 189-1 I High=Performance Concrete lead State Team Act vit es: Overview by M. W. Beacham SvnoDsis: The AASHTO “Task Force on Strategic Highway Research Program (SHRP) Implementation ” developed and instituted the Lead State Program in 1996. The mission of the Task
26、 Force was to optimize ways in which SHRP tech- nologies could be implemented at the state level. The Task Force understood the benefits of mutual cooperation in sharing resources, working as teams, and col- lectively implementing the technologies. In order to achieve their mission the Task Force de
27、veloped the concept of “Lead States Teams”. A “Lead States Team” is a group of states that are willing to take the lead and assist in the imple- mentation of specific, targeted SHRP technologies in which they have interest and have gained some practical experience. Keywords: activities; high-strengt
28、h concrete; technologies 1 2 Beacham Michael W. Beacham is the Support Systems Manager for the Nebraska Depart- ment of Roads, Bridge Division. He is a member of the HPC Lead State Team. BACKGROUND The AASHTO “Task Force on Strategic Highway Research Program (SHW) implementation I developed and inst
29、ituted the Lead State Program in 1996. The mission of the Task Force was to optimize ways in which SHRP technologies could be implemented at the state level. The seven high pay off SHRP technolo- gies are: Superpave; High Performance Concrete; Anti-Icing I Roadway Weather Information System; Innovat
30、ive Pavement Maintenance Materials; Preventive Maintenance; Assessment, Protection 2. Developed a mission statement; 3. Set up goals, strategies and action plans to accomplish the mission; 4. Identified where necessary, the needed resources and the person in charge of accomplishing the goals and cor
31、responding time frames. The HPC Lead State Team included representatives from the following agencies: Manager Transportation Research Center, Arizona DOT PCC Engineer, Iowa DOT Director/ Research, Missouri DOT Division Engineer, Research compressive strength; creep; deflection; high-performance conc
32、rete; modulus of elasticity; structural design 9 AC1 member Maher K. Tadros, Ph. D., P. E., is the Cheryl Prewett Professor of Civil Engineering at University of Nebraska. Dr. Tadros has authored or co- authored over 120 refereed publications in structural concrete area. He is the Principal Author o
33、f the PCI Bridge Design Manual. He is a member of numerous AC1 and PCI committees. Xiaoming Huo, Ph. D., P. E., is the Assistant Professor of Civil Engineering at Tennessee Technological University. Her doctoral research was focused on time- dependent analysis and application of high-performance con
34、crete bridges. AC1 member Zhongguo (John) Ma, Ph. D., P. E., is the Research Assistant Professor of Civil Engineering at University of Nebraska. He has twelve years of combined experience in teaching, research and professional work experience in bridge engineering. His doctoral research was focused
35、on shear, anchorage zone and continuity for negative moment of high-performance precast concrete bridges. Mautu Baishya, Ph. D., P. E., is the Design Engineer at Tadros Associates, Lu3. He has sixteen years of combined experience in teaching, research and professional work experience in bridge engin
36、eering and other engineering systems. INTRODUCTION The definition of HPC given by the Federal Highway Administration specifies four grades of HPC according to four strength parameters and four durability parameters (1). The four strength parameters of HPC are compressive strength, modulus of elastic
37、ity, creep and shrinkage. The four durability parameters are freezdthaw durability, scaling resistance, chloride permeability and abrasion resistance. Of all these parameters, the strength parameters directly affect the structurai design of HPC bridges. Use of high-strength concrete for pretensioned
38、 concrete bridge girders has become accepted practice by many state highway agencies because of its technical and economic benefits. High strength concrete gives designers the flexibility to design bridges with longer spans and/or wider girder spacing. High modulus of elasticity decreases the camber
39、, deflection, and elastic shortening losses in bridge girders when subjected to prestress and service loads. Lower creep and shrinkage decreases the prestress losses and affects the time dependent performance of HPC girders. HPC bridges with lighter superstructures and fewer girders than the ones wi
40、th conventional concrete will result in initial economic savings, especially after STD=ACI SP-LBV-ENGL 1999 Obb2YLi9 05511348 4811 High-Performance Concrete 11 more experience is gained in HPC construction. The increased service life and reduced maintenance of HPC bridges would also bring the long t
41、erm economic savings. The objective of this paper is to focus on the four strength parameters of HPC and their impact on structural design. FOUR STRENGTH PARAMETERS OF HPC As indicated earlier, four strength parameters of HPC are compressive strength, modulus of elasticity, creep and shrinkage. Nume
42、rous recent studies (2,3,4,5) have been conducted on creep and shrinkage properties and modulus of elasticity of HPC, especially as a result of the FHWA HPC Bridge Showcase program. Nebraska was one of the sites of the Showcase program. Given below is a summary of the results of the Nebraska program
43、. in order to determine creep, shrinkage and modulus of elasticity three concrete mixes were used in the experiments. The materiais for all mixes are local Nebraska materials. The mixes were designated as 12SF, 12FA and 8FA. The 12SF mix contained silica fume and fly ash and was designed to have a c
44、ompressive strength of 12,000 psi at 28 days, 12FA mix contained fly ash only and was designed to have a compressive strength of 12,000 psi at 28 days and 8FA mix contained fly ash only and was designed to have a compressive strength of 8,000 psi in 28 days. Tables 1 to 3 provides the design mixes.
45、Comoressive Strength The compressive strengths of concrete for the three mixes at different age intervals are listed in Table 4. Shrinkage A total of 22 shrinkage specimens in six groups were tested. The shrinkage specimens were the same size as the creep specimens. As the temperature and relative h
46、umidity were not controlled, the so-called shrinkage specimens here are actually unloaded specimens that are subjected to lab temperature and relative humidity. The shrinkage specimens were cast at the same time and cured under the same conditions as creep specimens. These specimens had demac points
47、 affixed in the same manner as the creep specimens. The AC1 Committee 209 equation (6) for shrinkage coefficient is STD-AC1 SP-L7-ENGL 1777 E Obb2949 0553349 318 II 12 Tadros et al. (Equation 1) where, K, = 35. The Nebraska experiments confirmed observations by others (4, 5) that accelerated shrinka
48、ge strains occur at an early age in high performance concrete. In order to reflect this trend, (2) applying girder self weight at 2 days; (3) pouring cast-in-place deck at 35 days; and (4) applying superimposed dead load at 120 days. The instantaneous camber and deflection due to prestressing force
49、and dead load of prestressed girder can be accurately determined according to the correct modulus of elasticity of concrete. Long-term deflection of girders, of more concern by designers, is dependent on the time-dependent properties of concrete. The computer program CREEP3 is used to determine the time- dependent stresses and deformation in each stage of construction. Only the deflections at midspan is discussed here. Table 9 lists the individual immediate deflection which includes the deflection due to prestress release, girder self weight, CIP deck weight, and superimposed dead lo
