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Home My WebLink AboutCT 01-06; CALAVERA HILLS VILLAGE X; SECOND REVISED PAVEMENT DESIGN REPORT; 2004-05-14May 14, 2004 W.0. 3459-E-SC Calavera Hulls II, LLC Naonai City, California 91950 111 /J' 7% Attention Mr. Don Mitchell Subject Second Revised Pavement Design Report, Calavera Hills II, Village X, City of Carlsbad, San Diego County, California Dear Mr Mitchell In accordance with your request, GeoSoils, Inc (GSl) has prepared preliminary 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 A-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 Is Ap . AGGREGATE AC BASE TRAFFIC SUBGRADE THICKNESS THiCkNES(2). TRAFFIC AREA INDEX ,.:.RVALUE. . (lhche). :(lnches) . Claywood Court . 5.0 27 4.0 4.0 Stations 1029 to 16+-00 Trailwood Court 5.0. 39 4.0 .4.0 Stations 10+220 to 19 . Earthwood Court 5.0 . 54 4.0 4.0 Stations 10+-00 to -1 T+52 . . • Cobblecreek Court 5.0 39 4.0 . 4.0 Stations 10 to 21 +00 Green briar, All Stations 5.0 39 '4.0 4.0 City minimum . -. Denotes Class 2 Aggregate Base ® >78, SE >25) • i J ASPHALT CONCRETE PAVEMENT Structural Section R-values ranging from27to.54 were determined for subgrade soils onsite, and'used in pavement design The recommended pavement sections are presented in the following table -f All pávementinstallation, including preparation and compaction of subgrade, compaction of base material, and placement and rolling of asphaltic concrete, shall be done in '- accordance with the City guidelines and under the observation and testing of the project geotechnical engineer. and/or 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 shall be maintained at all times. Water shall not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, - measures shall be taken to minimize the potential for water to enter the pavement section: If the ADT (average- daily traffic) orADTT (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 . - • - . . Caiavera Hills ii, LLC . - . . .- . W.O. 3459-E-SC . Caiavera Hills Ii, Village X T -. . . . May 14 2004 4 FiIe:e:\wp9\3400\3459e.x.rrpdr . . . - . • . •• - Page 2 . - GeoSoils Inc. - . . PAVEMENT GRADING RECOMMENDATIONS General All section changes shall be properly transitioned If adverse conditions are encountered '.. during the preparation of subgrade materials, special construction methods may need to be employed A GSI representative shall be present for the preparation of subgrade, base rock, and asphalt concrete Subgrade Within street and parking areas, all surficial deposits of loose soil material shall 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 zonesof oversized rock fragments; and any other unsuitable materials encountered during grading shall be., removed. The compacted fill material shall then be broUght to the elevation of, the •'' proposed subgrade .for the pavement. The 'subgrade shall be proof-rolled in 'order to ....ensure a uniform firm and unyielding surface. All 'grading and fill placement shall 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 shall' 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 Calavera Hills ii, LLC , ' ' ' ' ., . •: , W.O. 3459.E-SC ' Calavera Hills'll, Village X " ' , ;, " ' '' '. ' • , " May 14, 2004 • ' File e \wp9\34003459e x rrpdr Page 3 GeoSoils, Inc. 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. Drainage Positive drainage shall be. provided for all surface, water to drain toward the curb and gutter, or to an approved drainage channel Positive site drainage shall be maintained at all times Water shall not be allowed to pond or seep into the ground..If planters or landscaping areadjacent to paved areas, measures shall be taken to minimize the potential for water to enter the pavement section, such as cut-off walls, etc LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed to be representative of the total area However, variations from the anticipated conditions and actual field conditions shall be expected'. 'Test excavations are reflective .. of the soil and rock materials only .at the specific 'locationexplored. Site conditions may. vary due to seasonal changes or other factors. Since our study is based on the earth materials obtained in the field onsite, selective laboratory testing, and engineering analyses; the conclusions and recommendations are .. ' professional opinions based upon those parameters These opinions have been derived in accordance with the current standards .of practice and no warranty is expressed or, implied Standards of practice are subject to change in time Overall, the enclosed results represent our professional opinions and evaluations which were performed within the constraints of ,a budget. .,GSI assumes no responsibility or liability for work or testing performed by others Caiavera Hills ii, LLC W.O. 3459-E-SC . ' Calavera Hills II Village X May 14 2004 File e \wp9\3400\3459e x rrpdr Page 4 GeoSoils, Inei The opportunity to be of service is sincerely appreciated If you should have any questions, please do not hesitate to contact our office o E'01, ResPectfullY sub74 0 iv GeoSoils, Inc (7 No 193 \ \ Reviewed by po cE473557 100~w Robert GCnoFj< David WSk ell y Engineering Geologist, 934 Civil Engineer, RCE 47857 RGC/J PF/D WS/J k Attachments Figures 1 through 4 - R-value Test Results Appendix -,References Distribution (1) Addressee (2) Jobsite, Attention Mr Tom LaMarca (2) City of Carlsbad, Attention Mr Joe McMahon Caiavera Hills ii, LLC W.0. 3459 E SC Calavera Hills ii Village X May 14,-2004.'. File e \wp9\3400\3459e x rrpdr Page 5 GeoSoils, Inc. TEST SPECIMAN A B C 0 Compactor air pressure . PSI 280. 160 120 Waterádded . % 0.9 1.8 2.7. Moisture at compaction % 8.0 8.9 9.9 Height of sample IN 2.32 2.36 2.42 Dry density . PCF 134.3 131.8 128.4 R-Value by exudation . 44 30 22 R-Value by exudation, corrected . 39 27 21 Exudation pressure PSI 498 310 186 Stability thickness . FT 0.651 0.81 . 0.90 Expansion pressure thickness FT 0.001 0.00 0.00 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed . 4.5 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0- R-Value by expansion NA R-Value by exudation 27 R-Value at equilibrium . 27 Expansion, Stability Equilibrium 2.00 el In Ii, a). 50 L;J Sample Location: .Claywood Ct. 10+00-16+00 Sample Description: bark Gray Silty Gravel W/ Sand Notes: Benchwood 45% Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Value By Exudation 80 70 60 50 a) .40 30 .,I. _______ ['C 0.00 4-c-- 0.00 0.50 1.00 1.50 Stability Thickness (ft) R. VALUE TEST RESULTS GeoSoils, Inc. 5741 Palmer Way . . Project: MCMILLIN Carlsbad, CA 92008 Telephone: (760) 438-3155 . Number: 3459X-E-SC Fax: (760) 931-0915 . Date: Feb-04 Figure: 1 TEST SPF(IMAN A B C D Compactor-air pressure PSI 350 240 20 Water added % 0.0 0.8 2.6 Moisture at compaction . 6.2 7.1 9.0 Height of sample IN 2.31 2.33 2.4 Dry density . . PCF 136.6 135.1 125.8 R-Valuebyexudation 61 41 13 R-Value by exudation, corrected . 56 37 13 Exudation pressure PSI 596 281 . 111 Stability thickness FT 0.45 0.68 1.00 Expansion pressure thickness FT 0.00 0.00 0.00 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 4.5 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0 R-Value by expansion NA 1 R-Value by exudation . 39 111-Value at equilibrium . 39 Expansion, Stability Equilibrium Sample Location: Trailwood 10+00-19+30 Sample Description: Dark Gray Silty Gravel W/ Sand Notes: . RV-2 36% Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Value By Exudation 80 -1 I I 2.00 70 60 50 30 20 0.00 -I'- 1:1 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) GeoSoils, Inc. of]5741 Palmer Way Carlsbad, CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 R - VALUE TEST RESULTS Project: MCMILLIN Number: 3459X-E-SC Date: Feb-04 Figure: 2 TEST SPECIMAN A B C D Compactor air pressure. PSI 350 350 350 Water added 1.7 2.6 3.8 Moisture at compaction % 8.0 9.0 10.4 Height of sample IN 2.31 2.33 2.53 Dry density PCF 137.4 135.9 124.4 R-Value by exudation : 89 79 R-Value by exudation, corrected 88 78 44 Exudation pressure PSI 691 463 243 Stability thickness FT 0.13 0.24 0.65 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 54 11-Value at equilibrium 54 Expansion, Stability Equilibrium 2.00 0.00 4- 0.00 0.50 1.00 1.50 Stability Thickness (ft) GeoSoils, Inc. 5741 Palmer Way 6JiI Carlsbad, CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 R -VALUE TEST RESULTS. Project: MCMILLIN Number: 3459X-E-SC Date: Feb-04 Fiqure: 3