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Home My WebLink About3151; PALOMAR AIRPORT ROAD; PAVEMENT DISTRESS EVALUATION; 1989-05-10- V I v V V ( • American Engineering Laboratories Inc. . V Q V I V V V . •• - • • - -. V • - , -• V 4 ••- a • £ •• -'- •'' S - V PAVEMENT DISTRESS EVALUATION TENPORAPY P/LO?R AIRPORT ROAD IroRh IA V :TT — I V PREPARED FOR /CITY OF CARLSBAD 2ø75 1.~-ASI. PALMAS DRIvE V CARLSBAD, CALIFORNIA 9200 ... •- , ..? .. .-. , , • 'V :.-'- .:- •-:--.-- --. .: -,• U -V V... San Diego Corona OJOB NO 1112 MAY 1Ø, j9 Modesto Yucca Valley I I V • V : V ;, k V V I American Engineering Laboratories, Inc Corporate Office 7940 Arjons Dr Suite A San Diego CA 92126 (619),695'3730 - 350 South MajDle St., Unit K, Corona,CA 91720 (714) 272-4230 515 Galaxy Way Modesto CA 95356 (209) 576-0813 V * I r 58945 Business Center Dr Unit A Yucca Valley CA 92284 (619) 228-J754 • V - . .-' . - . .- .• - - - - -- V V - - -. 1SLt-33 (619) 178ZZ6V3 'tcalleA DnA'V 1Ufl 1Q 4Ua3 SSUISfl'55 - 6CZi7 3/2 (tTL) OZLT6 VD euoioj N Iturl aldeN s Usc - - - cicO-Lc (66) 95C56 v3 'osapo "M ixeec gig - • OcLc-569 (619) 931Z6VD 'oBiaueS 'V ins'asuoi1V 0V6L - - 1 - (C#9S) '•' / ia5eie da Buç..xaau-Bu u-çu 3aCo.1d 6'66 331 'ia 3 • - 'uckta •3 OPIenP -f-3NI -'s3Tho-iv1oav1 9NIaaNIoNa NV3II3I4V - --.. - 'patuiqns ATTflfl3adsaa - -4 atj;o stq. o;uoo o. ae .taaq ;ou OP asad 'a3uE;stsàe iaq;in; xTnba.1 .10 suot.sanb. 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I _-.- • - • - • - - 3u 'sauoaioqe 6uuaauifiu uQ3uaw - I TABLE OFCONTENTS 1.0 INTRODUCTION .............1 2.0 SCOPE OF SERVICE ....... ................ ....1 3.0 SITE DESCRIPTION........................... 4.0 DESCRIPTION OF DISTRESS .................. 1 5.0 SITE INVESTIGATION.............. ......... 2 6.0 LABORATORY TESTING PROGRAN.... .......... 2 7.0 RESULTS OF INVESTIGATION. &' TESTING. . . . . 2, 7. 1 :A9P1tic Concrete Pavement. . . 2 7.2 Subgrade...................... 8.0 CONCLUSIONS ..... ........................... ' .3 8.1 Inadequate Asphaltic Pavement 'Deeign................3 8.2 Lack of Aggregate Base ........'3 8.3 Settlement of Poorly Compacted. Fill....................3 9.0 RECOP1flENDATIONS..' ................ .. ...... 10.0 , GRADING OBSERVATIONS AND PAVING. . .. . • • 5 11.0 LINITATIONS.OF INVESTIGATION..................5 'I 0 seaie pasaistp OxI IPP4T le uT :ABTJaAO -ITeqdse jp a3uapt4a 8T aiaqj aue1 uetpau aql uo 4qBTj 4uapTAa s- 4uamaAad aa1cuoD 3TTMdBe ;axa a4l 10 TBABaqdn 'suoT43aJTp qoq 48 peo a; o an(l -az 8 ui ; D, (q 8 SBaT 10 810111 4uuT u -paui at1 uTq4A aTT sea..xe asax.sTp aqj .uaWaARd 8481DuoD 3-peqd8E §u-flsixa aq-. So uo-ew.xojap 818A88 çqqxa peo.x BsedXq Lxe.xodwa, aql §uoTe 8uoTe3oT ,aa1q SS3LLSIQ JO NOLLdIU3S3U 017 0+96 °- 0+L6 uo-ç4e,e uaaaq 88aL io aioiu pau-çuo aem uoTe5-flsaAuT açs aqj uawaAed a.aiouoo p;eqds TO 88uef o so §uT8Teuo peoH 44odaTV ieuioTed jo peo-i 881edAq Xxeiodwa, e Bt as 8t4j NOILdTh3S30 ailS 0 6 8uopuaw1uo3aJ pue suoTsn1uoo.1no Joy Btseq aq pap-rApid qoqA 'eep A-i.o,4e-ioqBT pue PT8tJ ;osTaATeue u1aau-çua STTOB pue 3toToao gspeo AIeaqpaedt3-ue aq uo paseq uoTaB juamaAed 2qen8 E To usa uoesaIutpat; aq. BuTanp pau-çe.qo asot.j. Jo aAteuasaida1 BBTdUIES JO BuTIsal Aioe1oqe9 g8u8a, Ajo4eaoqBT xo saidwes uueqopue 'saioq uoe1oTdxa aquio.x; pauteqo erTos pue uoT3aB. uawaAed To BuTo * apei ;uawaAed tistuT; AOTaq 8843Ut 81 O saqOut ZT woij BuTBuBJ sqdap o. PaJOD Bafoq c TO B UTPfl[DUT 'UoTeJoTdxa apei6qns pue BuT JOD - :papnTDuT uoflefrflsaAuI 8sa18Ta 4uawaABd th14 JOS papTAo.Xd 8 TIi88 ;o ados aqj S33IAU3S dO :3dO3S 0•Z ssalsp aql So iTeda.x ioj suo-çepuawwoai aqens ap-çioid o4 pue ssa.x,sçp .uawaAed aql ;o pasneo xe aBneo aqeqo.Id .sow- etj aupu -.xaap pue aenea o4 E38A uo'saAuT .Ino jo asodind aqj eTuioJTTe3 'peq8xe3 WE peoa iodiTy ieUloTed A..xeiodwaj aql le ssaistp 4upwaAad 3TTetidse buTsTxa 84. ;o uote -rsaut inc TO 6Tn8a1 a44 suasaid jjodaj srqj N0Ii3flU0LLNI 01 I I I I I I I PAVEMENT DISTRESS EVALUATION PAGE 2 TEMPORARY PALOMAR AIRPORT ROAD JOB NO.: 1172 I CARLSBAD, CALIFORNIA - MAY 10, 1989 I 5.0 SITE INVESTIGATION I The site investigation, consisting of surficial reconnais- sance and aubgrade exploration, was conducted on May 4, 1989. The coring of pavement was performed with an 8 inch diameter hollow core barrel, while the aubgrade exploration I was made using a hand auger. A total of 3 holes were cored to a depth rañgihg from 12 to 18 inches below finish grade. The corings were done at locations where severe distress was I. evident. Refer to the attached Core Location Map presented in Figure 2.) Exploration logs Of core holes. are presented in Plate 1 of Appendix A. ' - I Core specimen8 and corresponding subgrade materials were collected and taken to - our- laboratory for the required testing and analysis. 1 6.0 LABORATORY TESTING PROGRAM . I The laboratory testing program included: "R-Value" and classification teatirigof the subgrade material.' 7.0 ' RESULTS OF -INVESTIGATION AND TESTING - I Based on our field investigation and subsequent testing of . available samples, the following findings are presented: . 7.1 ' Asphaltic Concrete Pavement .. - All three cores were determined to 'have a slight I variable thickness'from 3 to ,4 inches. 'Cores 2 and 3 showed an asphalt overlay of 1 inch and 1.5 inches respectively. • I . • 7.2 Subgrade - - ' Alluvium-was found to overlie the asphaltic concrete I pavement at cores land 2. These soils consist of silty, clayey sand to sandy clay in. a moderately dense state. In'-situ moisture content rangeS from 1 10 to 14 percent. • - ' At core 3 the aubgrade'materi'al consists of Class II base,' more or less 8 inches thick, in moist I . •aggregate condition. • . - I. • • •',: ' I' S PAVEMENT DISTRESS EVALUATION ' ' PAGE, 3 TEMPORARY PALOMARAIRPORT ROAD '', JOB NO.: 1172 CARLSBAD, CALIFORNIA MAY 10, 1989 8.0 CONCLUSIONS ' Based upon our investigation, the. pavement distress at the subject site appears, 'to be 'due, to one or more of the following conditions: 8.1 Inadequate Asphaltic Pavement Design An inadequate asphaltl'c pavement design section may be ,a factor 'in the distress settlement and deform- ation. Based upon; the preeent use Of the road, the design thickness of the pavement section shouldhave been underlain by Class. .11 aggregate. 8.2 Lack of Aggregate Base ., The lack of aggregate' base 'also may be a contributing factor to the distress of-' the pavement, considering the heavy traffic loads' in the' areas. The strength of the existing native subgrade.. is not sufficient to support ,the heavy vehicle loading. A.-4 inch minimum thickness of aggregate base is typically recommended to underlie the pavement for a temporary section, and a 21 inch thickness of aggregate, base for a. permanent road section. 8.3 Settlement 'of Poorly Compacted Subgrade Settlement of poorly compacted subgrade is the most likely cause, of the pavement distress at the site. Based upon 'a probe penetration test,' the subgrade soil appeared to ,be •in a loose to moderately dense state. 'The nature of'cracki,ng and settlement of the '.pavement due to heavy loading further indicates insufficient subgrade compaction. With the heavy traffic loads generated, a minimum relative subgrade compaction of. 95 percent would typically be required with a minimum s'ubgrade thickness of 12 inches. However, 'based upon our, obeervátions, the subgradé did not appear .to meet these requirements. The distress at core 3" possibly' lies within the transition change in subgrade materials of different characteristics. "• ' ' 9. 0 RECOMMENDATIONS Based on the aforementioned' concluBio'ns, it appears that the existing asphaltic' concrete • pavement be removed and a new pavement design section be Installed based on the R" value of the in-situ subgrade. S PAVEMENT DISTRESS EVALUATION PAGE 4 TEMPORARY PALOMAR AIRPORT ROAD JOB NO.:' 1172 CARLSBAD, ------------------------------------------------------------ CALIFORNIA MAY 10, 1989 "R" Value testing was performed on a sample of the surface soils at the site. The.m'aterial from coring Cl was found to have a minimum "R" value of '21, and from coring C2, an "R" value of 18. Based on this "R" value, 'and a recommended Traffic Index of 9 for heavy 4-axle trailer loads, we recommend the following minimum pavement section: Assumed Traffic Recomme'rded"Thickness Recommended Thickness Index of Asphalt Concrete Class II Aggregate Base 90 4" 21" The subbase soils over which these paving materials are placed should be compacted to a minimum depth of 12 inches and to a minimum of 95 percent of ASTM D-1557-78 maximum dry density. In addition, it is recommended that all pavements conform to the following, criteria: All trench backfills, including utility and sprinkler lines, should be properly placed and adequately compacted to provide a stable subgrade. An adequate. drainage system should be provided ' to prevent surface 'water or Subsurface seepage from saturating the' sUbgradS soil. Placement and construction of the recommended pavement section shOuld be performed in accord- ance with the Standard Specifications for Public Works ConstructiOn. ' 'Class II base should be used as outlined above, and should have a minimum "R" Value of 78, a minimum sand equivalent of 28 The aggregate base and asphalt Ooncrete'materials should conform to the specifications stated in Sections 26 and 39, respsectively, of the State of California Standard SpecificatiOnS, latest edition. Surface rUn-off and irrigation water should be directed awSyfrom'the parking areas to avoid contributing to wet or saturated conditions beneath the pavement. PAVEMENT DISTRESS EVALUATION ' PAGE 5 TEMPORARY PALOMAR AIRPORT ROAD JOB NO.: 1172 CARLSBAD, ------------------------------------------------------------ CALIFORNIA MAY 10, 1989 F) Pavement sections 'árS prepared assuming that perodic maintenance of pavements will be done, including, sealing of cracks and other measures. 6) All curbs surrounding landscape areas should be embedded at least 8 inches below subgrade to minimize the movement of moisture beneath pavements. 10.0 GRADING OBSERVATION AND PAVING The grading operations' and paving should be monitored and observed by a Soils Engineer for ' determination of conformance with the intent of the recommendations herein. Subgrade materials shall be controlled and tested in accordance with the ASTM Test Procedures D-1556 and D-1557 for conformance with the recommended minimum relative compaction of 95 percent 11.0 ' LIMITATIONS OF INVESTIGATION ' Our investigation was performed using the degree of care and skill ordinarily exercized, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar localities. . No ' other warranty, expressed or implied, is made as to the conclusions and professional Advice included in this report., The Samples taken and used for testing, and the observations made, 'are believed representative of site ' conditiOns however, soil and geologic, conditions can vary significantly between borings, test pits, and surface outcrops As in most major projects, conditions revealed by 'excavation may be at variance with preliminary findings If this occurs, the changed conditions must be evaluated by the Project Soils Engineer and, Geologist and designs adjusted as required or alternate design's recommended. This report is issued with the understanding that it is the responsibility of the owner, Or of, his representative, to ensure that the information and recommendations contained herein are brought to' the attention of the architect and engineers for the project and incorporated into the plans, And the necessary steps are taken to see that the contractor and subcontractors carry out such,' recommendations in the field I S PAVEMENT DISTRESS EVALUATION PAGE 6 TEMPORARY PALOMAR AIRPORT ROAD .. JOB NO.: 1172 CARLSBAD, CALIFORNIA . . MAY 10, 198 The findings of this report are valid as of the present date. However, changes in -the conditions of a property can occur with the passage of time, whether they be due to natural processes or. the works of man on this or adjacent properties. In addition, chagnes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our . control. . Therefore, this report is subject to review and should be updated after a period of three years. AMERICAN ENGINEERING LABORATORIES, INC. S I American Ergineering Laboratories I MCCLELLAN PALOMAR I / - '- --.-------. '+-- SiTE t- I I I I -. -. p4. I PAL ARAIRPORT I - I A 5, c5M ri - os Wlp f WWTB S - AIRPORT I \ - ,' - , , MACA ARLSBAD -:i------ -I a'. R -L , J------- o •" •.• ': RDE - Ni I , •. •5; I *- -. w C - I M I LIU* U. I , 1 A' R •LO.LM 7' _____ -. - C R AIp IOCO4OCMC, - R ACIL2LCE5 -- ' / - OILML S ------: -----: SOUTH- CARLSBAq. STATE BEACH I - , •\ ' -- - (NCwAS -I----------\j7 -- --------------------- - ' ' ...- ' .' •I. •BATIQ4'/TOS LAGOON I - LA I - - - SLM I I... •.' •:, ' •- -'-•- ': ..'- SITE LOCATION MAP -. I • • •• - - • • ':: • 1172 ~Y jq~89 ~MG~l 1 I American Engineering Laboratories I _ / PLATE____ '- I CORE LOGS, I I I C. 0 (• . . b • :, -. : - - . . - to 4" thick asphaltic concrete pavement I ALLUVIUM Brown silty, clayey sand to sandy clay, moist, moderately dense - —•1' TOTAL DEPTH -18 inches I —2' I C-2 I - .(.111 thick -overlay and 3" to 4" thick asphaltic concrete pavement ALLUVIUM: Brown silty, clayey sand to sandy - -- . clay, moist, loose to: moderate dense I.. TOTAL DEPTH - 18 inches 1 —2' AMERICAN ENGINEERING LAB., INC. - 0 Ring Sample PAVEMENT DISTRESS EVALUATION 1 0 Bag Sample TEMPORARY PALOMAR AIRPORT ROAD Job No: 1172 Dole 19891 . .. :, ,., . .... . CORE LOGS I : I L I C • . b.• , :,.( 1.5". thick asphalt' overlay and 3" to 4" thick I • b •.•' V . (asphalt'concreté pavement . Class II aggregate base I o TOTAL DEPTH `12 inches —p 1 ,. •- .-. S. —2' I I I • • b.> . • • .• • I I 'i AMERICAN ENGINEERING LAB., INC. I S Ring Sample • - - PAVEMENT DISTRESS EVALUATION Bag Sample TEMPORARY PALOMAR AIRPORT ROAD • I 5 S. • . S • • Job Noi 1172 1 Dole MAY I