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HomeMy WebLinkAboutCT 00-02; CALAVERA HILLS 2; REVISED PAVEMENT DESIGN REPORT; 2004-05-03L Geotechnical Geologic. Environmental 5741 Palmer Way •• Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 May 3, 2004 - W.O. 3459-E-SC Calavera Hills II, LLC 2727 Hoover Avenue National City, California 91950 Attention: Mr. Don Mitchell Subject: Revised Pavement Design Report, Calavera Hills 11, City of Carlsbad, San Diego County, California Dear Mr. Mitchell: In accordance with your request, GeoSoils, Inc. (GSI) 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. ASPHALT CONCRETE PAVEMENT Structural Section R-values ranging from 27 to 54 were determined for subgrade soils onsite, and used in pavement design. The recommended pavement sections are presented in the following table: :: .'. .. ... •.. .•-;.... A.C.BASE - TRAFFIC SUBGRADE THICKNESS THICKNESS''2' TRAFFIC AREA. INDEX . R-VALUE.. .. (lnche :-:.:4lnâhes) Claywood Court 5.0 27 4.0 4.0 Stations 10+-00 to 1629 Traliwood Court 5.0 39 4.0 4.0 Stations 10+2 to 19+10 Earthwood Court 5.0 54 4.0 4.0 Stations 1 W to 17 Cobblecreek Court 5.0 39 4.0 4.0 Stations 1029 to 21 Greenbriar, All Stations 5.0 39 4.0 4.0 City minimum Denotes Class 2 Aggregate Base ® >78, SE 25) All pavement installation, including preparation and compaction of suççIe, compaction of base material,,, and placement and rolling of asphaltic concrete,é1l4 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 ppnstructed, increased maintenance and repair may be needed. Positive site drainage-tIId-be maintained at all times. Water" 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. If the ADT (average daily traffic) or ADIT (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. Calavera Hills II, LLC • W.O. 3459-E-SC Calavera Hills II, Village X May 3, 2004 FiIe:e:\wp9\3400\3459e.x.rpdr Page 2 GeoSoils, Inc. PAVEMENT GRADING RECOMMENDATIONS General satC All section changes.shotId 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 should be present for the preparation of subgrade, base rock, and asphalt concrete. Subgrade SMLL Within street and parking areas, all surficial deposits of loose soil material siettfd 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 ov%sLz2cljock fragments, and any other unsuitable mt2l encountered during grading s1&1 be removed. The compacted fill material ithen bbç9Jght to the elevation of the proposed subgrade for the pavement. The subgradeh 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 laboratoryrimum density as determined by ASTM Test Designation D-1557. Base aggregate 4of-be in accordance with the "Standard Specifications for Public Works Construction" (green book), 1997 edition, or standard Caltrans Class 2 base rock (minimum A-value = 78). Paving Prime coat may be omitted if all of the following conditions are met: The asphalt pavement layer is placed within two weeks of completion of base and/or subbase course. Traffic is not routed over completed base before paving. Construction is completed during the dry season of May through October. The base is kept free of debris prior to placement of asphaltic concrete. Calavera Hills II, LLC W.O. 3459-E-SC Calavera Hills II, Village X May 3, 2004 File:e:\wp9\3400\3459e.x.rpdr 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 eottfd be provided for all surface water to drain toward the curb and gutter, or to an appjpve,d, drainage channel. Positive site drainage&6be maintained at all times. Water not be allowed to pond or s j to the ground. If planters or landscaping are adjacent to paved areas, measurest4eiM 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 should be expected. Test excavations are reflective of the soil and rock materials only at the specific location explored. 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 Caiavera Hills ii, Village X May 3, 2004 File:e:\wp9\3400\3459e.x.rpdr Page 4 GeoSoils, Inc. 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. , . Reviewed by: / Eyp cu JO _ Robert G. Crisman ''Q?p D avid W. Skell Engineering Geologist, 4 Civil Engineer, R 47 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 Calavera Hills ii, LLC W.O. 3459-E-SC Calavera Hills II, Village X May 3, 2004 File: e:\wp9\3400\3459e.x.rpdr Page 5 GeoSoils, Inc. The opportunity to be of service is sincerely appreciated. If you should have any que please do not hesitate to contact our office. 15 Respectfully sub r qi GeoSoils, Inc (f'b jg34\\\ Reviewed by Robert G. Crisman OF ',%,A David W. Skelly Engineering Geologist, C 1934 Civil Engineer, RICE 47857 RGC/JPF/bWS/jk 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 Calaverá Hills II, LLC - W.O. 3459-E-SC Calavera Hills II, Village X May 3, 2004 FiIe:e:\wp9\3400\3459e.x.rpdr - Page 5 GeóSoils, Inc. TEST SPEC IMAN A B. C b Compactor air pressure PSI 280 160 120 Water added: % 0.9 .1 .8 2.7 Moisture at compaction % 8.0 8.9 9.9 - Heightofsañiple IN. 2.32 2.36 2A2 Dry density; PCF 134.3 131.8 128.4 R-Value by exudation 44 30 22 - R-Valueby exudation, corrected 39 27 21 Exudation pressure PSI 498 310 186 Stability thickness FT 0.651 0.811 0.90 Exansion.pressure thickness FT 0.001 0.001_.0.00 DESIGN- CALCULATION DATA Traffic index, assumed 4.5 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0 R-Valuëbyexpansion NA R-Va!ué by exudation 27 R-Vatüeat equilibrium 27 fr -IWL k • (41 - Iy'ry' 'nrTrITTr r __ I1 Traffic index, assumed . . 4.5 Gravel equivalent factor1 assumed 1.25 Expansion, stability equilibrium 0 R-Value:by expansion. NA R-Value.by exudation . 39 R-Value at equilibrium . 39 Cl, Cl,. 50 U I- a U,1.00 Cl, 0 C 0. U, C c0.50 CL LU ___ SAMPLE INFORMATION ____ 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 Expansion, Stability Equilibrium 2.00 80 _ 0.00 70 60 50 40 30 20 10 0 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 -VALUETEST 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: . .2 DESIGN CALCULATION DATA TEST SPECIMAN A B C -. ;D Compactor air pressure PSI 350 240 20'_________ Water added % 0.0 08 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-Valueby.exudation 61 41 13 R-VaIüeby, exudation, corrected 56 37 13 Exudation pressure I PSI 5961 281 111 Stability thickness. . FT 0.451.0.68 1.00 Expansion pressure thickness FT 0.001 0.00 0.00 TEST SPECIMAN A. B .0 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 1244 R.-Valueby,exudation . . 89 79 44 R-Value by exudation, corrected 88. 78 44 Exudation.pressure. . . PSI 691 463 243 Stability thickness. . . FT 0.131. 0.24 .0.65 Expansion pressure thickness . FT 0.00 0.00 0.00 DESIGN CALCULATION DATA SAMPLE INFORMATION Sample Location: Earthwood Ct. 10+00-17+50 Sample Description: . Dark Gray Silty Gravel W/ Sand Notes: RV-3 40% Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Value By Exudation 00 Expansion, Stability Equilibrium 2.00 80 70 60 C) 50 40 30 20 10 0 0.00 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. .. . (TZ 5741 Palmer Way Project: MCMILLIN Carlsbad, CA 92008 . . . . :Telephone: (760)438-3155 . . Number. 3459X-E- SC Fax: (760)931-0915 • . . . Date Feb-04 Figure 3 Traffic index, assumed . 4.5 Gravel equivalent factor, assumed 1.25 Expansion, "stability equilibrium 0 ,R-ValUe by expansion : NA RValue by exudation . . 54 . R-Value at equilibrium 54 DESIGN CALCULATION DATA index,_assumed .Traffic 4.5 Gravelequivalent factor,assumed 1.25 Expansion, stability equilibriurn 0 R.Value by expansion NA R-Value by exudation 39 R-Value at equilibrium 39 xpansioh, Stability Equilibrium TEST SPECIMAN A B 'C.. D 1 Cornpactor'airpressure PSI :_350 240 '130 Water added % 1.3 2.2 3.0 Moistureat_compaction % 7_1 8_1 9_0 Heightofsample ____, IN. 2.31 2.37 2.44 Dry density _______' PCF 136.9 132.9 129:1 R-Valuebyexudation _, 65 46 32 R-Value by_ exudation, corrected 60 42 30 Exudationpressure PSI 509 339 210 Stabilitythickness FT 0.40 0.62, _0.78 Expansionpressure thickness . _. FT 0.00 0;00 0.00 SAMPLE INFORMATION'. Sample Location: Cobblecrèek10+00-21+00 Sample Description: DarkGraySiltyGravel W/ Sand Notes: ' GreenbriarRV-4 53% Retained on 3/4 inch sieve Test Method: :Cal-Trans Test 301. R-Value By Exudation 100 90 2.00 . (n. U, U. 50 I— U 1.00 CL 0 U' C m0.50 0. w 0.00 80" 70 60 50* U > 40 30 20 10 0 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. ç 5741 Palmer Way . Project: MCMILLIN ' 4o, . Carlsbad, CA 92008 Telephone: (760) 438-3155 , ' , Number: 3459X-E-SC Fax: (760) 931-0915 Date: 'Feb-04 Figure: _4 APPENDIX REFERENCES American Public Works Association, 2000, "Greenbook" standard specification for public works construction. California Department of Transportation, 1995, Caltrans, standard specifications, July printing. Carlsbad, City of, 1993, Standards for design and construction of public works improvements in the City of Carlsbad. NEWCON90, 1991 Computer program for the determination of asphalt pavement sections, version: April 30. PAVE; Computer program for the determination of asphalt concrete pavement sections. State of California, Department of Transportation, 1987, Highway design manual of instructions, fourth edition: GeoSoils, Inc.