evaluation of shrinkage compensating cement in bridge...
TRANSCRIPT
EXPERIMENTAL PROJECTS EVALUATION OF SHRINKAGIE rCOIMPENSATING
CEMENT IN A BRID'GE SLAB
Report Number: 626-1
DE PARTM ENTAL IN -< R rvlATION EXCHANGE
STATE DEPARTM E NT OF HIGH WAYS
ANI) PUBLIC T RANSPORTATI ON
..
1. Reporl No. 2. Government Ace ••• ion No.
FHWATx78-626-1 4. Ti.le and Sub.i.le
Evaluation of Shrinkage Compensating Cement in a Bridge Slab
TECHNICAL REPORT STANDARD TITLE PAGE
3. Recipien" I Calalao No.
S. Repar' Do'"
September, 1978 6. Pe,larmini Organization Code
~7~~~(7)--------------------------------------------~-----.~------~-~~----~ . Author. 8. Perlo"",ng Organi zotion Report No.
H. D. Butler Exp. Proj. Report 626-1' r.::--::--:---:-----------------------------t--;;::--:::--:--------------1
9. Performin\! Orllanilation Nome ond Addre.. 10. Work Unit No.
Texas State Department of Highways and Public Transportation-Bridge Division Austin, Texas
12. Sponlorong Allency Nam~ ond Addr ...
1). Con'rac' or Grant No.
13. Type of R~part and Period Cov.red ----;
Final i
I'Texas State Department of Highways and Public Transportation-Bridge Division Austin, Texas
Aug. 1975 - Aug. 1978
f--------------.--- -------------------------_-'-__________________ --1 15. Supplementary Nole.
Work done in cooperation with Federal Highway Administration FHWA Experimental Project No. 064875009
16. Abllroct
The performance of a bridge deck slab made with shrinkage compensating cement (Texas Industries 4-C Type K ChemComp) was evaluated by comparison with a deck slab made with conventional Type II cement. No significant problems were encountered in mixing, placing, or finishing the concrete made with shrinkage compensating cement. Compressive strengths were less than the conventional concrete but were well above the design strength. A few short cracks were found in the control slab but they are not believed to be shrinkage ~elated because they formed between two and three years after construction. Results of this evaluation did not show any engineering advantage gained from the use of shrinkage compensating cement.
17. Key Wardl 18. Dil'ributio" S,., .... _,
Shrinkage Compensating Cement Bridge Deck Performance Evaluation
[
19. Security Claui/. (0/ ,his ,epa,t)
Unclassified
Form DOT F 1700.7 (1·691
20. S.curi,y Ciauif. (0/ 'hi I page)
Unclassified 21. No. 0/ Pag.. 22. P,ice
25
•
EVALUATION OF SHRINKAGE COMPENSATING
CEMENT IN A BRIDGE SLAB
By
H. D. Butler
Senior Designing Engineer
State Department of Highways & Public Transportation
Bridge Division
Austin, Texas
Experimental Projects Report No. 626-1
Work done in Cooperation with U.S. Department of Transportation
Federal Highway Administration
FHWA Experimental Project No. 064875009
"Evaluation of Shrinkage Compensating Cement in a Bridge Slab"
•
~he contents of this report reflect the views of the authors who are responsible for the facts and accuracy of the data presented herein. The contents do not necessarily reflect the views or policies of the Federal Highway Administration. This report does not constitute a standard, specification or regulation.
The material contained in this report is experimental in nature and is published for informational ~rposes only. Any discrepancies with official views or policies of the State Department of Highways and Public Transportation should be discussed with the appropriate Austin Division prior to implementation of the procedures or results.
iii
TABLE OF CONTENTS
Page No.
REPORT •..••..•..•..••..•...•.•......•.•......•. 1
TABLE 1.
TABLE 2.
TABLE 3.
APPENDIX A.
APPENDIX B.
Ambient Air-Fresh Concrete ..... . Temperatures for Each Batch of Concrete
Concrete Strengths for Concrete .. Made with Type II Cement
Concrete Strengths for Concrete .. Made with Shrinkage Compensating Cement
6
7
8
Bridge Slab Details.............. 9
Concrete Batch Designs .•...••••.• 19
iv
EVALUATION OF SHRINKAGE COMPENSATING CEMENT IN A BRIDGE SLAB
Early in 1974 the Texas State Department of Highways and
Public Transportation awarded a contract which included the
construction of twin bridges on State Highway 360 over
Johnson Creek in Arlington, Texas. At the request of the
contractor1s cement supplier, a shrinkage compensating
cement (Texas Industries 4-C Type K ChemComp) was used in
the slab of one of the bridges. Its performance was
evaluated by comparison with the other bridge slab made
with conventional Type II cement.
Description of Bridges
The Johnson Creek bridges are 175.00 feet long with three
prestressed concrete beam simple spans (42.50 1-80.00 1-52.50 1).
The prestressed concrete beams are 54 inches deep and the
slab thickness is 8.25 inches. The test bridge has an overall
width of 60.896 feet and the control bridge has an overall
width of 66.896 feet. Slab details for these bridges are
shown in Appendix A. The test bridge carries the northbound
traffic of State Highway 360 and the control bridge carries
the southbound traffic.
Specifications
The slab concrete of the control bridge contained Type II
portland cement and was designed and placed in accordance with
standard specifications of the Texas State Department of Highways
and Public Transportation. Slab concrete in the test bridge
contained the ChemComp shrinkage compensating cement and was
of the same batch design as the control concrete. All items
of the specifications were unchanged except maximum allowable
slump for the ChemComp concrete was increased from four to
six inches. Placement procedures, equipment, construction
joints, placing, finishing, testing, and curing of the two
concretes were as nearly identical as possible.
Construction
The Johnson Creek bridge slabs were placed between August 18,
1975, and September 26, 1975. Temperatures were generally warm,
ranging from the middle seventies to the high eighties and
low nineties. An exception occurred during the placement of
slabs Band C of the experimental bridge when temperatures
remained generally in the fifties and sixties. During those
days of high temperatures, ice was added to the concrete mix
to keep the temperature of the concrete at time of placement
2
aSo or less. Ambient air and fresh concrete temperatures for
each batch of concrete are shown in Table 1.
Observations
Concrete made with shrinkage compensating cement has a
tendency to set up faster than conventional concrete and
therefore must be placed as soon after mixing as possible.
Travel time between the concrete batch plant and the construc
tion site was approximately thirty minutes and it was determined
that the ChemComp concrete would lose approximately one and
one-half inches of slump in this time. The slump at the plant
was adjusted to give a slump of approximately six inches at
the job site.
The final mix design for the ChemComp concrete gave a
good plastic mix with no tendency towards segregation and no
excessive bleeding with slumps up to six inches. Twenty-eight
day strengths were somewhat lower than for the conventional
concrete but well above that required. Strengths of the
conventional concrete are shown in Table 2 and strengths
for the ChemComp concrete are shown in Table 3. The fresh
ChemComp concrete had a sticky consistency and would adhere
to a wooden float, however this problem was overcome by the
3
use of metal tools. The ChemComp concrete also appeared to
set up quicker than conventional concrete and therefore
created a problem in obtaining a uniform textured surface.
The experimental and control bridges were visually inspected
at seven months, one year and seven months, and two years and
eleven months after construction. There was no discernible
difference in the appearance of the two decks and no visible
cracks were found until the last inspection was made, nearly
three years after construction. During this inspection four
short cracks, 12-18 inches long, were found in the control
bridge. These bridges have a skew angle of 31°00' and these
cracks are located in the acute angle corner of the slabs,
an area generally susceptible to the formation of cracks.
Conclusions
Based on the results of this evaluation the following
statements are made:
1. The few cracks that formed in the control slab are
not believed to be caused by shrinkage since they
formed between two and three years after the concrete
was placed and in a location generally susceptible
to the formation of cracks.
2. There were no significant problems encountered in
4
•
mixing, placing, or finishing the ChemComp concrete.
3. Twenty-eight day strength of the ChemComp concrete
was less than the conventional concrete but was well
above the design strength of 3600 psi.
4. There was no apparent engineering advantage gained
from the use of shrinkage compensating cement .
5
TABLE 1. AMBIENT AIR - FRESH CONCRETE TEMPERATURES FOR EACH BATCH OF CONCRETE
Slab A B C D E F Date 9-4-75 9-22-75 9-26-75 8-18-75 9-3-75 9-11-75 Placed
80-78 58-78 50-70 78-80 94-79 80-81 78-78 58-77 50-75 77-78 94-80 80-81 78-78 60-78 50-76 77-78 78-77 80-82 80-78 51-72 51-76 80-82 78-78 77-78 82-80 51-72 51-75 80-81 90-84 78-79 86-84 51-75 50-75 78-80 76-78 78-80 86-84 51-75 58-78 78-79 76-78 78-80 86-82 53-76 56-78 76-? 76-79 76-76 84-82 54-75 54-78 76-78 76-76
56-76 51-76 80-80 76-76 58-77 84-80 76-77 60-78 84-80 64-79 84-81 66-78 84-81 70-78 86-83 58-78 88-85
90-85 76-?
Note: Concrete for spans A,B, and C made with shrinkage compensating cement. Concrete for spans D,E, and F made with Type II cement.
•
6
TABLE 2. CONCRETE STRENGTHS FOR CONCRETE MADE WITH TYPE II CEMENT
Date Span Beam No. 7-Day
Flexural 7-Day Compressive
28-Day . Compress1ve
8-18-75 D C-70 775 D C-7l 822 D C-72 846 D C-73 874
9-3-75 E C-74 823 4015 5837 • E C-75 843 4864 6279
E C-76 643 3997 5536
9-11-75 F C-77 690 2812 5023 F C-78 663 2848 5447 F C-79 634 3449 4828 F C-80 686 4156 5200
•
7
TABLE 3. CONCRETE STRENGTHS FOR CONCRETE MADE WITH SHRINKAGE COMPENSATING CEMENT
7-Day 7-Day 28-Day Date Span Beam No. Flexural Compressive Compressive
9-4-75 A 4C-1 650 3537 4988 A 4C-2 671 3661 5306 A 4C-3 655 3573 5147
9-22-75 B 4C-4A 510 2441 4139 B 4C-4B 480 2441 3926 B 4C-5A 580 3537 5359 B 4C-5B 565 3325 5465
9-26-75 C 4C-6A 594 3608 5394 C 4C-6B 531 3166 5265 C 4C-7A 610 2989 5164 C 4C-7B 622 3467 5394
8
APPENDIX A
BRIDGE SLAB DETAILS
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APPENDIX B CONCRETE BATCH DESIGNS
19
CONCRETE BATCH DESIGN SHRINKAGE COMPENSATING CEMENT
Aggregate Characteristics
-Fine Aggregate (FA) Coarse Aggregate (CA)
Design Factors
Sp. Gr.
2.63 2.64
SSD Unit Wt. 3 Lbs./Ft.
102.80 96.70
Cement Factor (CF) 6.0 Sacks per C.Y. of Concrete Coarse Aggregate Factor (CAF) 0.73 Water Factor (WF) 5.50 Gal./Sack Air Factor (AF) 4.00%
Batch Design (One Sack)
Concrete Yield = 4.500 Volume CA = 1. 925 Volume Mortor = 2.575 Volume Water = 0.733 Volume One Sk. Cement = 0.485 Volume Entrained Air = 0.180 Volume Paste = 1. 398 Volume FA = 1.177 Yield = 4.500 Fine Agg. Factor = 0.73
20
1 Sk. Wts.
317.63
45.83 94.00
193.41
% Solids
62.50 58.60
1 C.Y. Batch
1905.76
275.00 564.00
1160.48
"
f
..
t
,
•
CONCRETE BATCH DESIGN TYPE I I CEMENT
Aggregate Characteristics
Fine Aggregate (FA) Coarse Aggregate (CA)
Design Factors
Sp. Gr.
2.66 2.62
SSD unit wt. 3 Lbs./Ft.
103.00 94.70
Cement Factor (CF) 6.0 Sacks per. C.Y. of Concrete Coarse Aggregate Factor (CAF) 0.77 Water Factor (WF) 4.90 Gal/Sack Air Factor (AF) 4.0~/o
Batch Design (One Sack)
Concrete Yield = 4.500 Volume CA 2.003 Volume Mortar = 2.497 Volume Water = 0.653 Volume One Sk. Cement = 0.485 Volume Entrained Air = 0.180 Volume Paste = 1. 318 Volume FA = 1.179 Yield = 4.500 Fine Agg. Factor 0.76
21
1 Sk. Wts.
327.95
40.83 94.00
195.99
% Solids
62.00 57.80
1 C.Y. Batch
1967.72
245.00 564.00
1175.95