follow-up report on sas pavement in kenedy county : fourth ... · follow up report on sas pavement...
TRANSCRIPT
D H T -1-10 -77- 187 -8
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DEPARTMENTAL fi RESEARCH R~port Number 187-8
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FOLLOW-UP REPORT ON SAS PAVEMENT IN KENEDY COUNTY-FOURTH~YEAR
OBSERVATION
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STATE DEPARTMENT OF HIGHWAYS AND PUBLIC TRANSPORTATION
TECHNICAL REPORT STANDARD TITLE PAGE
I. Report No. 2. Government Ace .. , si,m No. 3. Rec;pient's Cotalog No.
FHWA/TX-81/34+1B7-8 4. Title and Subtitle 5. Report Dote
"Follow up Report on SAS Pavement in Kenedy County- Fourth Year Observation"
June 1981 6. Performing Organi:r.ation Code
7. Author1s) 8. Perlorming Orgoni zalion Report No.
Kenneth D. Hankins Report 187-8 /-------:;-----:-:----:---:---------.. --------+-:-;::--::-:-:--:-:------------1
9. Perfor",;ng Organ;zation Name and Address 10. Work Unit No.
Texas State Department of Highways and Public Transportation Box 5051
II. Controct or Gront No.
1-10-77-187 ~~A~l!L~lS.l..l,tw.J:iI..Lnw,~TAx-778~7!.....l6"-"3~_:_:_;___-.--__ . __________ ~ 13. Type of Report and Period Covered
12. Sponsoring Agency Name "nd Add,e" Interim
Same as 9. 14. Sponsoring Agency Cod ..
15. Supplementory Notes
Study title: "Oemonstrationand Field Test Support' klork done in cooperation with OOT,FHWA. Original State Study No. 1-9-76-519. Urlginal Study performed under agreement DOT-FH-1l-860B, T.O. #6.
16. Abstract
This report describes the fourth year observation of ~experimental project utilizing Sulphur-Asphalt-Sand (SAS) as the base material~ The comparison material was an. asphaltic concrete and a control of flexible base was also selected. Base depths of SAS and asphaltic concrete were 4,7 and 10 inches. Observations after four years indicated all sections were performing well with no trouble expected in the near future. The amount of longitudinal cracking appears to be increasing rapidly; however, a maximum of 206 feet (500 foot test sections) was observed. The cracks are extremely narrow.
17.K, 'IIords
Sulfur Asphalt Sand
19. Security Cia, oj I. ("f Ihi s reporl)
Unclassified
18. Oistributj, S· ..... ""~ .. ,
No restrictions Report available from the National Technical Information Service, Springfield, VA. 22161
20. Secor. I Cia, il. I.A this .) 21. No. ",f p, 's 22. Pri
Unclassified 31 _._ ... , ___ .. ___ ._, . __ .. ____ ••• _ •. ____ .:..'-____ .. ______ • ____ ._ .. ________ . ___ L... ________ -1... _________ _
F(.\nn DOl F 1700.7 (B-69)
FOLLOW UP REPORT ON SAS PAVEMENT
IN KENEDY COUNTY (Original Project 1-9-76-519)
FOURTH YEAR OBSERVATION
by
Kenneth D. Hankins
Research Report 187-8
Research Study 1-10-77-187
Demonstration and Field Test Support
Conducted By
Transportation Planning Division Research Section
State Department of Highways and Public Transportation
In Cooperation With The
u.S. Department of Transportation Federal Highway Administration
June, 1981
The contents of this H~port reflect the views of the authors who arc responsihle for the fucts and accur<lcy of the data presented ;lerein. The contents do not necessarily reflect the views or policies of the Federal Highway Administrati_on. This report does not constitute a standard, specification or regulation.
The Unit<..'<.i States Government lind the State Department of H:Lghways and Public Transportation do not endorse product" or manufacturers. Trade or manufacturer's names appear herein solely because they are considered essential to the object of this report.
iii .J ,J •
..
Acknowledgements
The research reported herein was conducted under the supervision of Mr. John F. Nixon, Engineer of Research, and the general supervision of Mr. Phillip L. Wilson, State Planning Engineer, Transportation.
Acknowledgement is given to:
Mr. Brad Hubbard, Mr. Doug Chalman and Mr. James Wyatt for the technical support received during this study.
Mr. G. G. Garcia, District Engineer, and other District 21 personnel for the interest and aid received in the development of this project and report.
iv
METRIC CONVERSION FACTORS
Approximlll Con_trsicns 1o Melric Musures M
- ~
Approlim.'e Conversions fro ... Melli: Mllsures :; ------
N
S,.~.I N
S, ... bol WIltR 'T'.~ K ••• W.It;,I, ~, Tt fi.4 S, .. boi Wh .. y .... h •• 'hit'pl, IY To fi.1 Sy .. ~.1 - ;:;
- lENGTH 0 - N
LENGTH '-'
1"I'1!!1'~ler5 0.04 .nches ~ c~ cen11rreler 5 C,4 inches
nct'1es ·1.5 Ce-r.t:merE-rs ,:r- ----- iT'Ieters 3.3 I ... " 1.1 'lards yd ~ mel!'~'" ft leet J(i cen11~'8r, -
yd y""", 0,9 rne1.er:;: - km k'ianete-r! 0.6 ml~e-, ~----~
!TIlles 1.6 1.., '::,"'",ners !:: - AREA AREA ~ ---- - cd squ.e Ceftremetets o 16 'qu.ano utel'te, i,,2
~2 - 2 ,.r ,n' squ_e !nc:hes 6.5 s.qu.a.re cent,l":"lE'lefS -- :; '" squ.ar-e 1"/"118 t&r 50 1.2 sq~ "ants ft' square 'eel 0.09 square ITl&te"l'" k<r.' s.qua.re 10 krneter:s 0.' square ,"I !es ",,' v.? ~1.J.a" yards 0.8 SQUMe ~ter!l rr<; - ... i'wIcUres '10,000 m2• 2.5 ee,," < m,' s.q"J.5re m,les 2.6 squat. kdOl""",oete1S ,,-.,.,.: -KrfJl 0.' he'.:~n!!!1 "" '- -
3 --- ~ MASS lWtilbll MASS iweight) -
::! 9' ..... 0.035 ounces oz 0' ounce5 28 grom. - ----- kg kl~~an'tS 2.2 -, fb 'b pounds 0 .• 5 k1lo9ratTls .. g 'onnes 11000 >gl 1.1 shor1 lonS short lor.S 0.9 'ON>el -
'2000 Ib! - ~ --VOLUME - VOLUME
I~p teasprftln50 mdll!i!er5 1":""\ - ml milliliter! 0.03 fluid ounces fiOol: Tl>!!p tabiespoons 15 milliliter, lite1"s 2, I pants '" fI'j]. ~tu.d "'mo's J(i mllill,\ers rr, ~ liters 1,06 Quarts ql
gol - ------- Irters 0.26 gallon! !;UPS O.2~ lotMS
m' cl.'b,-:: feel tt' cubiC meters 35 pI pints 0.'7 :tlefS J
cub~c rard5 yd' cuhlC :~Ie-rs 1.3 Qt QtoIart$ 0.95 Irtl!!rs - m gal gallons 3.8 jilefS -f~? cubIC teet 0.03 cubiC rl1{'te-rs ~- ---,--
TEMPERATURE (nacl; yo' cubiC yards 0.16 cubiC mt!lefS r-:j -
TEMPERATURE (exaCI) - - -----9;5,m.e-n Falveonhell 'F 'c CelSIUS -<Ad 32; remper"ture temperature
of Fahrenheit 5/9 (ither CelSIUS 'c -tempet'8tUrf!' subtracri"9 ref>"lpcra!Ufe .,
321 - --~- OF ~l 98..6 212 = ; 2~.1 -40 0 140 8G I JZO .60
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-~O - 20 0 20 'c ·c 37
------
TABLE OF CONTENTS
Disclaimer .....•......•.........•........•... _ ........•........•. iii
Ac knowledgements ...............•..•..•.••........................ i v
Metric Conversion Table .....................•..•...........••.••. v
List of Tables .•.........•............•.....•....................• vii
Implementation •........................•.......•..•..•.••...•..•. viii
Ba c kg rou nd ......................................................... ' 1
Objective ........................................................ 1
Testing ............................•............................ 1
Report i ng ....•............................................•....... 1
Ana lys i sand Resul ts .............•....•.................•........ 1
Summary and Concl usions ............•............................•. 2
Appendix A - Deflection Plots .......................................... 7
Appendix B - Visual Distress Data .........•............•...........•..• 14
Appendix C - Deflection Data ........................................... 17
vi
LIST OF TABLES
I . MRM Va 1 ue .............................................. 3
II. Deflection - Stiffness Coefficients .................... 4
III. Deflection - Spreadability and Maximum Deflection ...... 5
IV. Visual Rating .......................................... 6
vii
IMPLEMENTATION
Implementation of the use of Sulphur-Asphalt-Sand (SAS) will probably be delayed because of the high cost of the material. For example, as much as 15 percent of the total mix is sulphur. Actually, some of the aggregate is replaced by sulphur. Sulphur is approaching the cost 6f asphalt. However, the orimarv object of this ~rniRct was to determine the performance of a SAS mix. In this particular project, at least, the mater"ial performed satisfactorily for four years and at this time several more years of service life are expected.
vii;
Bac~ound
FOLLOW UP REPORT ON \ SAS PAVEMENT
IN KENEDY COUNTY (Original Project 1-9-76-519)
Fourth Year Observation
The first (and only as of 1981) Sulphur-Asphalt-Sand (SAS) section in Texas was placed in Kenedy County on US-77 during the summer of 1977. The experimental sections compared materials and pavement depth. The control or comparison section consisted of one inch of HMAC surfacing on 10 inches of Caliche base. The SAS material was placed in three. sections e~ch with a different pavement depth of 4 inches, 7 inches and 10 inches. A one-inch HMAC surfacing was placed on each. Atype o HMAC material using only asphalt as a binder was placed as the remaining part of the experiment in depths of 4, 7 and 10 inches. Again a one-inch (type D) HMAC surfacing was placed over these sections.
Object ive
The object of this report is to discuss the series of tests obtained on this experiment on May 14, 1981. These tests were conducted in the 47th month after placement and could represent the 4-year test period.
Testing
The official testing and analysis ended after the 36th month. The only tests obtained during the 47th month were deflection and visual rating. Both type~ of data were collected in a manner similar to previous testing.
Feporti~
Summary data from all test periods are included and shown in Tables I through IV. Appendix A shows Deflection Plots (after Little at TTl). Appendices Band C contain the data collected.
Analysis and Resut~
Basically all sections are still performing well after four years of service. Little visual difference can be noted between the SAS, HMAC or control sections. The roughness (SI) may be increasing slightly. The. re is little change in deflection values with time. The pavements are stiffer in winter (December) as compared to summer. (June). Considering equal depth material and excepting the 7-inch material, the asphalt mix material could be slightly stronger than the SAS. The strengths seem about equal on the 7-inch material. The deflection plots indicate the thicker m~terial is stronger and the more southerly subgrade (SAS) seems stronger than the more northerly (HMAC).
The cracking noted in the visual rating seems to reflect change more readily than other data items. As shown in Table IV, the longitudinal cracking has increased significantly between the third and fourth year. This cracking has extremely small crack width and one must kneel to see the cracks. Therefore, it ;s believed the pavement is still performing well and no undue concern should be placed on the cracking increase.
1
However, cracking is a (probably the best) forerunner of failure and it is interesting to note the trends. The following maybe noted:
1. Some of the tranverse cracks (caliche section) were noted during the first (winter) observation. These cracks closed during the sUlllmer and opened again during the next winter.
2. A fog seal was placed between the 18th and 24th month. This treatment appears to greatly aid in the sealing or reduction of cracking. Within one year after treatment, transverse cracks could not be found on several sections and a reduction in the longitudinal rate of cracking is evident.
3. Interestingly the 7 -(actually 8-};nch depth material initially, and st"i11. has the larger amount of longitudinal cracking.
4. The lO~inch sections are relatively crack-free.
5. The 4-inch sections are beginning to crack more rapidly than the other sections.
Su!nll1~ and Conc 1 usi ons
The SAS, HMAC and Control sections are performing well after four years of operation. All sections will probably perform well for several more years.
2
3 In Hheelpath -Outside Lane
TABLE I MRI"1 VALUES
Control 1980-1985 1985-1990 1990-1995 1995-2000 2000-2005 2005-2010 2010-2015
Date 10" Caliche 10"SAS 7" SAS 4" SAS 4" HMAC 7" HMAC 10" HMAC
Dec. 13, 1977 Init or 6 mo.
June 16, 1978 12 mo. 3.6 3.2 2.8 3.9 4.1 4.4
Dec. 4&5, 1978 18 mo. 3.3 3.4 2.9 4.4 4.2 4.4
June 6, 1979 24 mo. 2.7 3.5 3.4 4.2 3.9 4.2
J u n e 25, 1980 36 mo. 2.5 3.0 2.7 3.8 3.8 3.5
-May 14, 1981 NM NM NM NM NM NM NM 47 mo.
NM - Not Measured
TABLE II
DEFLECTION - STIFFNESS COEFFICIENTS
Control 1980-1985 1985-1990 1990-1995 1995-2000 2000-2005 2005-2010 2010-2015
Date 1011 Caliche 10" SAS ]'I SAS 411 SAS 4" HMAC 711 HMAC 10" HMAC Subgr. Pavem. Subgr. Pavem. Subgr. Pavem .. Subgr. Pavem. Subgr. Pavem. Subgr. Pavem. Subgr. Pavem.
Dec. 13, 1977 Init or 6 mo. .28 .88 .24 1.28 .25 1. 34 .24 1.84 .23 2.05 .22 1.60 .21 1. 53
June 16, 1978 12 mo. .28 .84 .24 1.14 .27 l. 07 .24 1. 75 .24 1.85 .23 1.22 .21 1.26
Dec. 4&5, 1978 18 mo. .29 .83 .24 1.41 .27 1.18 .25 1.81 .24 1. 95 .22 1. 58 .21 1. 57
June 6, 1979 24 mo. .31 .76 .26 1.12 .28 1.10 .27 1. 57 .26 1. 73 .25 1.15 .23 1. 31
June 25, 1980 36 mo. .31 .73 .26
(98°F) 1.02 .29 .95
( 98°F) ( 98°F) .26 1. 58 .25 1.73 .24 l.13 .24 1.14
(98°F) (98°F) (98°F) (lOOoF)
May 14, 1981 47 mo. .30 0.69 .24 ° 1. 23 .27 1.14 .26 1. 53 .25 ° 1.83 .23 1. 33 .21 1. 55
(85 F) (87 F) (87°F) (86oF) (85 F) (86°F) (86°F)
~
TABLE I II DEFLECTION - SPREADABILITY AND
MAXIMUM DEFLECTION
Control 1980-1985 1985-1990 1990-1995 1995.,.2000 2000-2005 2005-2010 2010-2015
10" Caliche 1011 SAS 711 SAS 4" SAS 4" HMAC ]'I HMAC 10" HMAC Date Spread Max.Def. S. r,1. D. S. ~1. D. S. M.D. S. M. D. S. M.D. S. M.D. - - - -
Dec. 13, 1977 Init or 6 mo. 65 .010 79 .010 68 .012 64 .019 68 .018 73 .017 83 .011
June 16, 1978 12 mo. 66 .010 75 .011 61 .014 60 .021 62 .021 64 .022 72, .017
Dec. 4&5, 1978 18 mo. 66 .009 82 .009 65 ) .011 63 .018 66 .018 72 .018 86 .011
June 6, 1979 24 mo. 61 .008 75 .008 62 .010 62 .015 65 .015 67 .016 80 .011
June 25, 1980 36 mo. 61 .009 75 .009 59 .012 58 .018 62 .017 61 .020 78 .012
May 14, 1981 47 mo. 59 .010 76 .009 60 .013 59 .019 66 .016 68 .018 82 .012
U'1
0'\
Outside Lane TABLE IV VISUAL RATING
Control 1980-1985 1985-1990 1990-1995 1995-2000 2000-2005 2005-2010 2010-2015
10" Caliche 10" SAS 711 SAS 4'1 SAS 4" HMAC 7" HMAC 10" HMAC Date Long. Trans. Long. Trans. Long. Trans. ~. Trans. Long. Trans. Long. Trans. Long. Trans.
Dec. 13, 1977 Init or 6 mo. a 12ea a a a a a a a a a a a a June 16, 1978 12 mo. a 1 a a a a a 0 a a a a a a
Dec. 4&5, 1978 18 mo. 15' Ilea 0 a 43' a 15 ' 3ea 0 a 12' 0 3' 0
Fog Seal
June 6, 1979 24 mo. a 6ea a lea 105' a 20 1 lea a a 23 1 lea 3' 0
June 25~ 1980 36 mo. a a a a 108' a 271 a a a 51' lea 6' a May 14, 1981 47 mo. 0 0 11 0 202' 0 182' 3ea 155' 0 206' 2ea 31' 0
APPENDIX A
DEFLECTION PLOTS
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APPENDIX B
VISUAL DISTRESS DATA
14
48 MO. 15 SURFACE DISTRESS INVENTORY
ON SULFUR ASPHALT TEST SECTIONS US-77-KENEDY CO.
May 14, 1981 ..
Long. Station Crack T.Y:ee Crack Length Remarks
Control 1980+00 to 1985+00 None
10" SAS 1985+00 to 1990+00 1987+75 to 1987+76 Long. l' In Centerline
total 11
7" SAS 1990+00 to 1995+00 1991+35 to 1991+70 Long. 35 ' Outside lane right
wheel path
1992+46 to 1992+50 Long. 4' Outside lane left wheel path at core
1992+60 to 1993+09 Long. 49 ' Outside lane right wheel path
1993+28 to 1993+80 Long. 72' Outside lane right wheel path with occasional short transverse leading off
1994+03 to 1994+45 42' Outside lane right total 202' wheel path
7" SAS 1995+00 to 2000+00 1995+00 to 1995+30 Long. 30 ' Outside lane right
wheel path
1995+20 to 1995+45 Long. 25' Outside lane left wheel path
1995+30 Trans. (1)' Between wheel path
1995+43 Trans. (1) From left wheel path about 2 feet
1995+50 Trans. (1) Outside lane from right wheel path to 3 feet left.
1995+50 to 1995+70 Long. 20' Outside lane right wheel path
1995+85 to 1996+02 Long. 17' Outside lane right wheel path
1996+05 to 1996+30 Long. .25 ' Outs i de 1 ane left wheel path
1996+05 to 1996+40 Long. 35 ' Outside lane right wheel path
..
.,.
APPENDIX C
DEFLECTION DATA
17
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