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Home My WebLink AboutCT 00-02; CALAVERA HILLS 2; REVISED PAVEMENT DESIGN REPORT COLLEGE BOULEVARD; 2004-04-23CT 00 -01 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 National City, California 91950 Attention: Mr. Don Mitchell Subject: Revised Pavement Design Report, College Boulevard, Stations 101 to 118-, Reach B, Calavera Hills II, Carlsbad, San Diego County, California, W.O. 4029-E-SC, dated March 17, 2004 Dear Mr. Mitchell: In accordance with your request, GeoSoils, Inc. (GSI) 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 Pavement section design was performed in accordance 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 from soils exposed at, or near, final sUbgrade elevations within the subject areas. R-value testing was performed in accordance' with the latest revisions to the Department of Transportation, State of California, Material & Research Test Method No. 301. Pavement design was aided with the computer software programs PAVE and NEWCON90. ASPHALT CONCRETE PAVEMENT 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: r LI05-A PIONJ. A C BEII TRAFFIC SUBGRADE THICKNESS T1 I TRAFFIC AREA INDEX R VALUE (In6he$s (lrti1$I I di College Boulevard Sta 103 8 5 17 50 160 Sta101'Zto i06- 04/04 Càlleg Boulevard Sta 108- 8.5 13 5.0 18.0 Sta 1O6 to 111 +OD 02/04 CoilegeBoulëvard Sta 1i2 8.5 26 ' 5.0 14.0 '.Sta 111 92 to1)4 22 04/04 College BoUlevard Sta 114 8.5 21 5.0 15.0 Sta.114*29.to 118 02/04 1 .1 City ofCarlsbad minimum , (2) Denotes Class 2 Aggregate Base ® >78, SE >25) All pavement installation, including preparation and compaction of subgrade, compaction of base, material, and placement and rolling of asphaltic concrete, should be done in accordance with the City guidelines and under the observation and testing of the project geotechnical engineer and/or the City. The recommended pavement sections are meant 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 seep into the ground If planters or landscaping are adjacent to paved areas; 'measures shbuldbe 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 required for the pavement section PAVEMENT GRADING RECOMMENDATIONS General All sectin.changes should be properly transitioned. If adverse conditionsae encountered during the preparation of subgrade materials, special construction methods may need to be.ernployed. A GSI representative should be present for the preparatiOn of subgrade, base rock, and asphalt concrete. Calavera Hills II, LLC W0. 4029 E SC College Boulevard, Reach B, Calavera Hills II April 23, 2.004 Fi1e:e:\wp9\4000\4029e.rpdr ' ' , ' Page 2 Subcirade 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-1 557; 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 placement 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-1557 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 H-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.O. 4029-E-SC College Boulevard Reach B Calavera Huts ii April 23 2004 File e \wp9\4000\4029e rpdr Page 3 Ge6509,85, Inc. 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 by 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 subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction, or work performed 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. calavera Hills II, LLC W.O. 4029-E-SC College Boulevard, Reach B, Calavera Hills II April 23, 2004 FHe:e:\wp9\4000\4029e.rpdr Page 4 GeoSoflsq The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitt / GeoSoils, Inc..: I 13 Exo.3 Robert G. Crisman O c-' Engineering Geologist, C Reviewed by: David W. SAelly Civil Engineer, RCE Qt$4O,/ 1( \ N. 1No. RCE4T57 jc \Exp.LJ * CNI 1+ Op 857 RGCIPLM/DWSfjk Attachments: Figures 1 through 4 - R-value Test Results Appendix - References Distribution: (1) Addressee (2) Jobsite, Attention: Mr. Tom LaMarca McMillin Companies, Attention: Mr. Russ Sheldon City of Carlsbad, Attention: Mr. Joe McMahon Calavera Hills II, LLC W.O. 4029-E-SC CollegeBoulevard, Reach B, Calavera Hills II April 23, 2004 Fi1e:e:\wp9\4000\4029e.rpdr Page 5 Geo5o8'9s9 Inc. ___I Iifr]i1 ___ I i•uuu••••uu••u•urm . :SEE EMEMEMEMEMEM low I EMENmomIMMEMOMMEMEMEME •••••••••g••ruu•M MEMEMMOMMEEMEMEME PROMEMOMEMEEMMEME I --• MOMEMOMMEMMOMME MOMMEME ••••••••••••••••• _______________________ _____•rai•••iu•u••uu•••u sisi, sis ;!ii.ii.i,isçs I.iiIi, .. -VALUE TEST RESULTS GeoSoils, Inc. 5741 Pal er Way Carlsbad, A 92008 Date: R Telephone: (760) 438-3155 Number:. 4029-E-SC -0915 Fi gure: Compactor air pressure ' PSI ' 300 170 1201 Water added 2.6 3.5 4.4 Moislureatcompaction 10.0 11.0 12.0 Heightóf sample IN 2.44 2.47 2.44 Dry density PCF 1255 123.2 124.3 Ralueby exudation -V 46 30 16 R-VaIueby exudation, corrected 43 30 15 Exudationpressure PSI 691 492 281 Stability thickness FT 0.62 0.81. 0.97 Expansion pressure thickness FT , 0.70, 0.37, 0.00• ______________________________ Traffic index, assumed 4.5 Gravel equivalent factor, assumed _______ 1.25 _____________ Expansion, stability equilibrium 0.7 _____________________ R.Valué.by expansion 39 RValue by exudation _____ 17 R-Value at equilibrium 17 ;TEST$PECIMAN ' A B C D DESIGN CALCULATION DATA .,.,DESIGN SAMPLE INFORMATION Sample Location: CoflegeBlvd Reach ,B106.50to 111.00. Sample Description: Dark _Brown Clayey Gravel_WI San d Notes: collected from sta. _108.50 33% Retained on-3/4 inch sieve' Test Method: ';Cal-Trans Test 301 R -Value By Exudation 80 Expansion, Stability. Equilibrium ' - -_---. Ii 70 !150 - / I !. 1111111111 - . . 30 - ' .2 0.50. - 20-- 1111111111111 -- ELL UI ' ' --- 10 0.00• -:- .-- . 0 0.00' '. '0.50 ' 1.00 1.50 2.00 800 . 700 600 500 '400 300' '200.1 100. 0 Stability Thickness (ft) Exudation Pressure (psi) R - VALUE TEST RESULTS GeoSoils Inc Project: MCMILLIN ' ç 5741 Palmer Way ' . ' Carlsbad CA 92008 Telephone: (760) 438-3155 . . ' Number: 4029-E-SC....... Fax (760)931-0915 Date Feb 04 Figure 2 Compactorairpressure PSI 150 100 70 Water added ; % 4_6 6_0 6_8 Moistureatcompaction % 100 11_5 124 Height :ofsample . IN 2.482.53 2.58 Dryd'ensity.PCF '.125.6 123.5 121.3 R-Value_byexudation 25 14 11 R-Value_byexudation,corrected 25..14 11 Exudation__ _pressure PSI 593 325 Stability__thickness FT 0_86 0_99 1_03 Expansion'pressurethickness. FT 0.47 0.20 0.00 Trafficindex,assumed'' .4.5 Gravelequivalent_factor,_assUmed 1.25 Epansión',.stabiHtyequilibrium 0 .R-Valuè_by.èxpansion' NA R-Value by exudation 13 R-Va'lue'át"Equilibrium __' 13. TEST SPECIMAN '. A B C D Compactorair pressure PSI 290. 180 130 Water,added: . % 1.7 2.6 3.5 Moisture atcompaction % 90 100 110 Height of sample IN 2.42 249 248 Drydensity. 1' PCF 127.7 123.3 122.5 R-Value by exudation 55 37 22 R-Value by exudation, corrected 52 37 22 Exudation pressure PSI 621 430 260 Stability.thiôkness 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 èquivàlent factor, assumed 1.25 Expansion; stability equilibrium 0.58 R-Value by expansion 50 R-Value byexudation . 26 R-Value at equilibrium 26 SAMPLE INFORMATION Sample Location College Blvd Reach B. 112+50 Sample Description: Gray Silty Sand'W/Gravel Notes: Sta. 111.00 to 114.00 21% Retained on 3/4 inch sieve. Test Method: ... .Cal-Trans Test 301 R-Vàlue By Exudation ou Expansion, Stability Equilibrium 2.00 ZF U 0.00 000 050 100 150 200 800 700 600 500 400 300 200 100 0 Stability Thickness (It) Exudation Pressure (psi) R - VALUE TEST RESULTS GeoSoils, Inc. . ,. . (R 5741 Palmer Way Project MCMILLIN Carlsbad CA 92008 Telephone (760) 438-3155 Number 4029-E-SC Fax (760) 931 0915 Date Apr-04 Figure 3 70 60 50 a,.. .40 30 20 lo 0 TEST SPECIMAN A B C . D Compactor airpréssure . PSI 350 200 100 Wateraddéd: % 45 . 54 Móistureatcompaction % itO 120 130 Height of sample IN 2.41 2.51 .2 .611 Dry density . . PCF 127.2 123.5 . 119.1 R-Valueby exudation . 37 . 24 : 18 RVaIue by exudation, corrected . . 35 24 19 Exudation pressure . PSI 591 ....3861 263 1 Stability.thickness . FT 0.73 0.88 0.94 Expansion pressure thickness FT 0.00 0.001 0.00 DESIGN CALCULATION DATA 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 .U) a, I—a, C 1.00 U) a). C 0 U) 0.50 0. >< w 0.00 0.50 1.00 1.50 2.00 800 700 600 500 400 300 200. 100 0 Stability Thickness (ft) Exudation Pressure (psi) R -VALUE TEST RESULTS:•. GeoSoils, Inc. 4v@ q 57411 Palmer Way Project: MCMILLIN Carlsbad CA 92008 Telephone (760)438-3155 Number 4029-E-SC Fax: (760) 931-0915 Feb-04 . Figure: . 4.. Traffic index, assumed: .. . . 4.5 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0 R-Value by expansion .. NA R-Valuebyexudation . . 21 R-Valuè at equilibrium 21 70 60 50 a) 40 30 20 10 0