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Home My WebLink AboutCT 02-16; ROBERTSON RANCH EAST VILLAGE; REVISED PAVEMENT DESIGN REPORT; 2004-04-23I.. C Geotechnical • Coastal Geologic • Environmental 5741 Palmer Way Carlsbad California 92010 (760) 438-3155 FAX (760) 931-0915 April 23, 2004 W.O.4029-E-SC, Calavera Hills II, LLC 2727 Hoover Avenue. t National City, California 91950 Attention Mr. Don Mitchell Subject Revised Pavement Design Report, Colleg4 Boulevard, Stations 101 to 118 2, Reach B, Câlavera Hills II, Carlsbad, San Diego County, California, .( W.O. 4029-E-SC,dated March17, 2004 • Dear Mr. Mitchell In accordance with your request, GeoSoils, Inc (GSl) has prepared revised design and construction recommendations for asphalt concrete (AC)'pavement at the subject site The scope of services provided in preparation of this report included representative sampling of the street subgrade, R-value testing, and engineering analysis of pavement design PAVEMENT DESIGN 'Pàvehient section design was performed in accddance with the California Department of Transportation (Caltrans) Highway Design Manual of Instructions and the City of Carlsbad Standard Drawings (see the Appendix) Pavement sections presented are based on the -aforementioned criteria .and- resistance' value (R-value) data (see the attached Figures 1 through 4), determined froFn soils exposed at, or near, final subgrade elevations within the subject areas. R-valué testing was performed Jn acóordancé with the latest revisions to the Department df Transportation, State of California, Material & Research Testf Method No.301. Pavement design was aidedwith the computer software prosgrama,PAVE. and NEWCON90. . - . • - - •; • ASPHALT CONCRETE PAVEMENT. . • S . S • S •. - _•S_-• • • S Structural Section R-values of 13, 17, 21, and 26 were determined for subgrade soils onsite and used in pavement design.'.,The recommended pavement sections are presented in the following table • '•.:. S..- --5 5 •, - 5., 5 •_ S •5 t 5 • S- . .. . - '5 -S • .1 .• .. -, -. .:.: . .,... .. . I. — 4 I 41 01 arisoaa minimum, :. .,.. .. .. .• . .4. - . .. . .. JL ,!2) Denotes Class 2 Aggregate Base ® 278 SE >25) - ..- I All pavement installation uicludin'g preparation ad comacon of subgrade compaction of base material, and placement and rolling of asphaltic concrete, should be done inli - accordance with the City guidelines and under the observation and testing of the project geotechnical engineer and/or the City f I The recommenIed $avement sections are1 mant as minimums If thinner or highly variable pavement sections are constructed, increased maintenance and repair may be needed Positive site drainage should be maintained at all times Water should not be allowed to pond or sep into the ground If planters or lar?dscaping are adjacent to aved areas, measures should be taken to minimize the potential for water to enter the pavement section If the ADT (average daily traffic) or ADTT (average daily truck traffic) increases beyond that intended, as reflected by the traffic index(s) used for design, increased maintenance and repair could be reqiired for the pavement section PAVEMENT GRADING RECOMMENDATIONS General F 1 - - . ..-.,.. . . -. .-- ... . .............. -. . . ......... ..- . ... . I All section changes should be proerIytransitioned If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to employed A GSI representative should be present f&.,the preparation of subgrade,, base rock, and* asphaItconcrete * :.- - . I I t- S * I va Caiavera Hills ii, LLC W 0 4029 E SC* College Boulevard Reach B Calavera Hills II Aril 23 2004 File e \wp9\4000\4029e rpdr .. Page 21 : -.. -- .: .T •. -.. --..- . . ;.. .--.-: -:' - . . :, . GLOS I l I I I Subgrade Within street and parking areas, all surficial deposits of loose soil material should be removed and recompacted as recommended. After the loose soils are removed, the bottom is to be scarified to a depth of at least 12 inches, moisture conditioned as necessary, and compacted to 95 percent of the maximum laboratory density, as. determined by ASTM Test Designation D-1557. Deleterious material, excessively wet or dry pockets, concentrated zones of oversized rock fragments, and any other unsuitable materials encountered during grading should be removed The compacted fill material should then be brought to the elevation of the proposed subgrade for the pavement. The subgrade should be, proof-rolled in order to ensure a uniform firm and unyielding surface. All grading and fill'placernent should be observed by the project soil engineer and/or his representative Base Rock Compaction tests are required for the recommended base section Minimum relative compaction required will be 95 percent of the laboratory maximum density as determined by ASTM Test Designation D-1 557 Base aggregate should be in accordance with the "Standard Specifications for Public Works Construction" (green book), 1997 edition, or standard Caltrans Class 2 base rock (minimum R-value = 78) Paving Prime coat may be omitted if all of the following conditions are met 1 The asphalt pavement layer is placed within two weeks of completion of base and/or subbase course 2 Traffic is not routed over completed base before paving 3 Construction is completed during the dry season of May through October. 4 The base is kept free of debris prior to placement of asphaltic concrete If construction is performed during the wet season of November through April, prime coat may be omitted if no rain occurs between completion of base course and paving and the time between completion of base and paving is reduced to three days, provided the base is free of loose soil or debris..Where prime coat has been omitted and rain occurs, traffic is routed over base course, or paving is delayed, measures shall be taken to restore base course and subgrade to conditions that will meet specifications as directed by the soil engineer. Caiavera Hills ii, LLC W 0 4029 -E -SC College Boulevard Reach B Calavera Hills II April 23 2004 File e \wp9\4000\4029e rpdr Page 3 GoSeUs, bw0 Drainage Positive drainage 'should be provided for'all surface water to, drain-toward the curb and gutter, or to an approved drainage channel. Positive site drainage should be maintained at all times. Water should not be alloWed to pond or seep into the ground. If planters or' landscaping are adjacent to paved areas, measures should be taken to. minimize the potential for water to enter the pavement section, such as cut-off walls, etc OTHER DESIGN PROFESSIONALS/CONSULTANTS The.design civil engineer shall review the recommendations provided herein, incorporate those recommendations into their plans; and b' explicit'reference, make this report part ., of their project plans LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed 'representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading Site conditions may vary due to seasonal changes or other factors . Inasmuch as our study is based 'upon our review and 'engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived In accordance with current standards of practice,' and no warranty is expressed or implied. Standards of practice are subjéctto change with time. GSI assumes no responsibility or liability for' work or testing. performed by others, or their inaction, or. Mork pérformed' when GSI is not requested to be onsite; to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place In addition, this report may be subject to 'review by the controlling authorities; '• ••' '• ' ' ' ' ' ' .. Caiavèra Hills ii, LLC • : ' ' ' ' ' ' ' ' W.O. 4029E-SC College Boulevard, Reach B, Calavera Hills II • •. • ' • ' ' ' • ' April 23, 2004 File e \wp9\4000\4029e rpdr Page 4 Ss9 TEST SPECIMAN A B C fl Compactor air pressure PSI 300 170 120 Water added 2.6 3.5 4.4 Moisture at compaction % 10.0 11.0 12.0 Height of sample IN 2.44 2.47 2.44 Dry density PCF 1255 123.2 124.3 R-Value by exudation 46 30 16 R-Value by exudation, corrected 43 30 15 Exudation pressure PSI 691 492 281 Stability thickness FT 0.62 0.81 0.97 Expansion pressure thickness FT 0.70 0.37 0.00 DESIGN CALCULATION DATA Traffic index, assumed 4.5 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0.7 R-Value by expansion 39 R-Value by exudation 17 R-Value at equilibrium 17 Expansion, Stability Equilibrium 2.00 SAMPLE INFORMATION rrTmr.i,i .!MIL.]Il i•!i' IuTrI r1 _ I 0.00 4L-- 0.00 0.50 1.00 1.50 2.00 Stability Thickness (ft) GeoSoils, Inc. / (R 5741 Palmer Way ooili7. Carlsbad, CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 R - VALUE TEST RESULTS Project: MCMILLIN Number: 4029-E-SC Date: Apr-04 Figure: 1 Traffic index, assumed .4.5 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium .0 R-Value by expansion NA R-Value by exudation 13 R-Value at equilibrium . 13 MENOMONEE MEMO --- ------------ TEST SPECIMAN A B C 0 Compactor air pressure PSI 150 100 70 Water added . % 4.6 6.0 . 6.8 Moisture at compaction % 10.0 11.5 12.4 Height of sample IN 2.48 2.53 2.58 Dry density PCF .125.6 123.5 121.3 R-Value by exudation 25 14 11 R-Value by exudation, corrected 25 14 11 Exudation pressure PSI 593 -3251 178 ,Stability thickness FT 0.86 0.99 1.03 Expansion pressure thickness FT 0.47 0.20 0.00 DESIGN CALCULATION DATA 1..00 U) G) I- 0.. 0 U) 0.50 0. w 0.00 44-- 0.00 0.50 1.00 1.50 Stability Thickness (ft) SAMPLE INFORMATION Sample Location: College Blvd Reach B 106.50 to 111.00 Sample Description: Dark Brown Clayey Gravel W/ Sand Notes: collected from sta. 108.50 33% Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Value By Exudation 80 70 60 50 40 > 30 20 10 .0 2.00 800 700 600 500 400 300 200, 100 0 Exudation Pressure (psi) GeoSoils, Inc. R - VALUETESTRESULTS 5741 Palmer Way . . Project: MCMILLIN Carlsbad, CA 92008 . . Telephone: (760) 438-3155 . Number: 4029-E-SC . Fax: (760) 931-0915 . Date: Feb-04 Figure: 2 TEST SPECIMAN A B C D Compactor air pressure PSI 290 180 130 Water added % 1.7 2.6 3.5 Moisture at compaction'% 9.0 10.0 11.0 Height of sample IN 2.42 2.49 2.48 Dry density PCF 127.7 123.3 122.5 R-Value by exudation 0 55 37 22 R-Value by exudation, corrected 52 37 22 Exudation pressure PSI 621 430 260 Stability thickness FT 0.52 0.73 0.90 Expansion pressure thickness FT 0.63 0.27 0.00 DESIGN CALCULATION DATA Traffic index, assumed : 4.5 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0.58 R-Value by expansion 50 R-Value by exudation 26 R-Value at equilibrium 26 Expansion, Stability Equilibrium 2.00 SAMPLE INFORMATION Sample Location College Blvd Reach B. 112+50 iri PI ii C7'4LYaVIKc17VZ! 1.! • F 0.00 -l-- 0.00 0.50 1.00 1.50 2.00 Stability Thickness (if) GeoSoils, Inc. 5741 Palmer Way Carlsbad, CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 R - VALUE TEST RESULTS Project: MCMILLIN . Number: . 4029-E-SC Date: Apr-04 -. Figure: 3 TEST SPECIMAN A B C D Compactor air pressure PSI 350 200 100 Water added % 4.5 5.4 6.3 Moisture at compaction % 11.0 12.0 13.0 Height of sample IN 2.41 2.51 2.61 Dry density PCF 127.2 123.5 119.1 R-Value by exudation 37 24 18 R-Value by exudation, corrected 35 24 19 Exudation pressure PSI 591 385 263 Stability thickness FT 0.73 0.88 0.94 Expansion pressure thickness FT 0.00 0.00 0.00 DESIGN CALCULATION DATA Traffic index, assumed 4.5 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0. R-Value by expansion NA R-Value by exudation 21 R-Value at equilibrium ' 21 SAMPLE INFORMATION Sample Location: -College Blvd Reach B 114+00-118+10 Sample Description: Gray Silty Sand W/ Gravel, Notes: collected from 114+50 36% Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Value By Exudation 80 Expansion, Stability Equilibrium 2.00 70 60 50 30 20 10 0.00 4!f- 01 i I 0.00 0.50 1.00 1.50 2.00 800 700 600 500 400 300 200,, 100 0 Stability Thickness (It) Exudation Pressure (psi) GeoSoils, Inc. , (7 5741 Palmer Way Carlsbad, CA 92008 "-- -' Telephone: (760) 438-3155. Fax: (760) 931-0915 R - VALUE TEST RESULTS Project: MCMILLIN Number: 4029-E-SC Date: Feb-04 Figure:'' 4