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HomeMy WebLinkAboutCT 02-16; ROBERTSON RANCH; PAVEMENT DESIGN REPORT; 2007-10-31CAb2 - Ci4/ T) Geotechnical • Coastal • Geologic • Environmental 5741 Palmer Way Carlsbad Califonia 92010 (760) 438-315 1 5 FAX (760) 931-0915- October 31, 2007 W.0. .. .5384-E-SC Calavera Hills II, LLC 2750 Womble Road - San Diego California 92106 \ Attention Mr. Don Mitchell Subject ?—ayement Re rtlffpiovemenrof Loo p"Roads—W,nthTrai F-Way Dear Mr. Mitchell: - In accordance with your request, GeoSoils, Inc. (GSl) has.prëparéd this revised préliminàry design and construction recommendations for asphalt concrete subject site The scope of services provided in preparation of this report include a review of the referenced, reports and documents (see the Appendix), an evaluation of the structural pavement section for the subject area, and preparation of this report PAVEMENT DESIGN Pavement thickness section evaluation was based on traffic index values shown on the improvement plans for this project (O'Day Consultants 2007) Pavement sections were evaluated 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 thickness sections presented are based on the aforementioned criteria and resitance value (R-value) data (see table), evaluated from soils exposed at, or near, final subgrade elevations within the subject areas R-value testing was performed in general accordance with the latest revisions to the Department of Transportation, State of California Material '& Research Test Method No 301 0 - - 0 .0 • - -. ... • :--- ASPHALT CONCRETE PAVEMENT Structural Section Traffic Indices (TI) were provided by the project civil engineer (O'Day Consultants, 2007) as 6.0 for all subject traffic areas. R-values (see Plates 1 through 7) ranging from 5 to 14 were obtained for representative subgrade soils onsite and used in pavement design. The recommended pavement sections are presented in the following table: -- AC AGGREGATE APPROXIMATE TRAFFIC SUBGRADE. THICKNESS BASETHlCKNESS. TRAFFIC AREA INDEX 1 R-VALUE (lnches)2 (inches) - Wind Trail Way 6.0 14 4.0 12.0(2(* Stations 10+22 to 13+50 5.0 Wind Trail Way 6.0 7 4.0 13.0(2)* Stations 13+N to 15 5.0 44~0— Glen Avenue 6.0 5 4.0 13.0(2)* Stations 10+22 to 14+L5 5.0 -140— Glen Avenue 6.0 9 4.0 130(2)* Stations 14+L5 to 18+22 5.0 Glen Avenue 6.0 10 4.0. 13.0(2)* Stations 18+22 to 20+22 5.0 Glen Avenue 6.0 11 4.0 13.0(2)* Stations 20+9 to 23+Lo 5.0 41-0— Hilltop Street 6.0 8 . 4.0 13.0(2)* All Stations 5.0 1I0_ Per the Improvement Plans (O'Day Consultants, 2007) City minimum. Denotes Class 2 Aggregate Base A >78, SE >25). * Exceeds Caltrans requirements. All pavement installation, 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 the City. It should be noted that subgrade lime treatment was previously waived by the City for the construction of pavement in the Calavera Hills/Robertson Ranch area (GSI; 2007a, 2007b, 2004a, 2004b, and 2004c). It is therefore anticipated that lime stabilization will not be performed for the current road construction. It should also be noted that the pavement sections presented exceed the minimum design thickness, using Caltrans design methodology, by an additional 1½ to 21/2 inches of base, for these relatively onerous subgrade conditions. Calavera Hills II, LLC W.O. 5384-E-SC Wind Trail Way, Glen Ave, Hilltop St. October 31, 2007 Fi1e:e:\wp9\5300\5384e.pdr Page 2 GeoSoils, inc. The recommended pavement sections are meant as minimums. If thinner or highly variable pavement sections are constructed, increased maintenance and repair may be needed. The recommended pavement sections provided above are intended as a minimum guideline. If thinner or highly variable pavement sections are constructed, increased maintenance and repair could be expected. If the ADT (average daily traffic) or ADTT (average daily truck traffic) increases beyond that intended, as reflected by the TI used for design, increased maintenance and repair could be required for the pavement section. Consideration should be given to the increased potential for distress from overuse of paved Street areas by heavy equipment and/or construction related heavy traffic (e.g., concrete trucks, loaded supply trucks, etc.), particularly when the final section is not in place (i.e., topcoat). Best management construction practices should be followed at all times, especially during inclement weather. 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. Subarade 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-1557. Deleterious material, excessively wet or dry pockets, concentrated zones of 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 Section 26 of Caltrans Standard specifications (California Department of Transportation, 2006), for Caltrans Class 2 aggregate base. Calavera Hills II, LLC W.O. 5384-E-SC Wind Trail Way, Glen Ave, Hilltop St: October 31, 2007 FiIe:e:\wp9\5300\5384e.pdr Page 3 GeoSoils, Inc. 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. 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 are adjacent to paved areas, measures shall 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. Calavera Hills II, LLC W.O. 5384-E-SC Wind Trail Way, Glen Ave, Hilltop St. October 31, 2007 FiIe:e:\wp9\5300\5384e.pdr Page 4 GeoSouls, Inc. Geotechnical Engin 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 express 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 GSl 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 bythe controlling authorities: The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitte._._..... GeoSoils, Inc. No. 1934 Certified I \ Engineering / Robert G. Crism" Geologist A Engineering Geol RG C/ATG/J P F/j klj h Attachments: Plates 1 through 7 - R-value Test Results Appendix 7 References Distribution: (4) Addressee (2) Jobsite Calavera Hills II, LLC W.O. 5384-E-SC Wind Trail Way, Glen Ave, Hilltop St. October31, 2007 Fdee:\wp9\5300\5384e.pdr Page 5 GeoSoits, Inc. TEST SPECIMEN A B C D Compactor air pressure PSI 240 180 140 Water added % 2.6 4.0 5.7 Moisture at compaction % 13.5 15.0 17.0 Height of sample IN 2.38 2.44 2.41 Dry density PCF 115.5 114.1 111.4 R-Value by exudation 19 14 13 R-Value by exudation, corrected 18 14 13 Exudation pressure PSI 489 314 239 Stability thickness FT 1.04 1.101 1.11 Expansion pressure thickness FT 1.37 0.831 0.50 DESIGN CALCULATION DATA Traffic index, assumed 5.0 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 1.07 R-Value by expansion 16 R-Value by exudation 14 [R-Value at equilibrium 14 Expansion, Stability Equilibrium 3.00 2.50 rin (a) u,1.50 0,00 KI I I I 1 I 1 I I 1 I 1 I I 1 I I I I I I I I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Cover Thickness by Expansion Pressure (ft) SAMPLE INFORMATION Sample Location: Wind Trail Way (Resample) Sample Description: Gray Brown Sandy Clay Notes: 2% Retained on 3/4 inch sieve GeoSoils, Inc. 5741 Palmer Way gJ. . Carlsbad, CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 R - VALUE TEST RESULTS Project: MCMILLlN Number: 5384-E-SC Date: Oct-07 Plate: 1 TEST SPECIMEN A B C D Compactor air pressure PSI 230 90 70 Water added % 3.3 6.0 7.1 Moisture at compaction % 15.1 18.2 19.5 Height of sample IN 2.43 2.53 2.57 Dry density PCF 114.4 108.5 106.6 R-Value by exudation 16 7 6 R-Value by exudation, corrected 15 7 6 Exudation pressure PSI 450 292 208 Stability thickness FT 1.08 1.191 1.20 Expansion pressure thickness I FT 1 1.13 0.371 0.13 DESIGN CALCULATION DATA Traffic index, assumed 5.0 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 1.09 R-Value by expansion 15 R-Value by exudation 7 R-Value at equilibrium 7 Expansion, Stability Equilibrium 3.00 2.50 .0 V2.00 U) >' .0 (I) n1.50 a, C 0 I-. 1.00 0) > 0 0050 0.00 !' I I I I I ' I I I I I I I I I I I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Cover Thickness by Expansion Pressure (ft) GeoSoils, Inc. R - VALUE TEST RESULTS 5741 Palmer Way Project: MCMILLIN Carlsbad CA 92008 Telephone: (760) 438-3155 Number: 5384-E-SC Fax: (760) 931-0915 Date: Sep-07 Plate: 2 TEST SPECIMEN A B C n Compactor air pressure PSI 150 80 70 Water added % 5.0 7.5 8.8 Moisture at compaction % 17.0 20.0 21.5 Height of sample IN 2.5 2.55 2.57 Dry density PCF 111.2 103.5 102.0 R-Value by exudation 8 5 5 R-Value by exudation, corrected 8 5 5 Exudation pressure PSI 648 321 248 Stability thickness FT 1.181 1.22 1.22 Expansion pressure thickness FT 0.871 0.37 0.27 DESIGN CALCULATION DATA Traffic index, assumed 5.0 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0 R-Value by expansion NA R-Value by exudation 5 [R-Value at equilibrium 5 Expansion, Stability Equilibrium 3.00 -2.5O >' Co u,1.50 0.00 .!,1 1 I I I I 1 1 I I I I 1 I I I 1 1 I I 1 I 1 I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Cover Thickness by Expansion Pressure (ft) SAMPLE INFORMATION Sample Location: Glen Avenue (Restest) Sample Description: Gray Brown Sandy Clay Notes: GeoSoils, Inc. 5741 Palmer Way Carlsbad CA 92008 \.ri/ t.•' Telephone: (760) 438-3155 Fax: (760) 931-0915 R - VALUE TEST RESULTS Project: MCMILLIN Number: 5384-E-SC Date: Oct-07 Plate: 3 TEST SPECIMEN A B C D Compactor air pressure PSI 250 90 90 Water added % 4.7 6.4 8.1 Moisture at compaction % 19.0 21.0 22.9 Height of sample IN 2.44 2.51 2.58 Dry density PCF 108.7 104.4 100.2 R-Value by exudation 18 11 6 R-Value by exudation, corrected 17 11 6 Exudation pressure PSI 646 411 156 Stability thickness FT 1.05 1.141 1.20 Expansion pressure thickness I FT 1 1.37 0.671 0.27 DESIGN CALCULATION DATA Traffic index, assumed 5.0 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 1.08 R-Value by expansion 16 R-Value by exudation 9 [111-Value at equilibrium 9 Expansion, Stability Equilibrium 3.00 2.50 rin U) in 1.50 .00 !/1 11 I I I I I I I I I I I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Cover Thickness by Expansion Pressure (ft) SAMPLE INFORMATION Sample Location: Glen Av. 14+75-18+00 Sample Description: Green Gray Clay W/ Sand Notes: 0% Retained on 3/4 inch sieve In GeoSoils, Inc. %.: 5741 Palmer Way C Carlsbad CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 R - VALUE TEST RESULTS Project: MCMILLIN Number: 5384-E-SC Date: Sep-07 Plate: 4 TEST SPECIMEN A B C D Compactor air pressure PSI 240 170 110 Water added % 1.8 3.1 4.5 Moisture at compaction % 12.5 14.0 15.5 Height of sample IN 2.43 2.46 2.54 Dry density PCF 119.8 117.4 112.4 R-Value by exudation 19 13 10 R-Value by exudation, corrected 18 13 10 Exudation pressure PSI 588 4251 294 bilitythickness t FT 1.04 1.11 1.15 ansion pressure thickness FT 1.07 0.601 0.13 DESIGN CALCULATION DATA Traffic index, assumed 5.0 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 1.04 R-Value by expansion 19 R-Value by exudation 10 FR-Value at equilibrium 10 Expansion, Stability Equilibrium 3.00 2.50 2.00 U) >' .0 U) U) 1.50 C) C I.- 1.00 C, > 0 0050 0.001'1 1 1 1 !h1h1111 IIIIiIIII(II11 1 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Cover Thickness by Expansion Pressure (ft) SAMPLE INFORMATION Sample Location: Glen Avenue 18+00 Sample Description: Gray Brown Sandy Clay Notes: 0% Retained on 3/4 inch sieve GeoSoils, Inc. R - VALUE TEST RESULTS 5741 Palmer Way Project: MCMILLIN Carlsbad, CA 92008 Telephone: (760) 438-3155 Number: 5384-E-SC Fax: (760) 931-0915 Date: Oct-07 Plate: 5 TEST SPECIMEN A R r n Compactor air pressure PSI 180 140 110 Water added % 3.9 4.8 6.0 Moisture at compaction % 18.0 19.1 20.5 Height of sample IN 2.45 2.43 2.41 Dry density PCF 107.9 108.3 108.2 R-Value by exudation 14 12 11 R-Value by exudation, corrected 14 12 11 Exudation pressure PSI IFT 557 379 201 Stabilitythickness FT 1.10 1.13 1.14 Expansion pressure thickness 0.83 0.601 0.37 DESIGN CALCULATION DATA Traffic index, assumed 5.0 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 0 ft-Value by expansion NA R-Value by exudation 11 R-Value at equilibrium ii Expansion, Stability Equilibrium 3.00 z2.50 to in 1.50 r i-1.00 CD > 0 0050 0.00 .'''' ' ' I I 1 I I I 1 I I 1 I 1 I 1 I I 1 I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Cover Thickness by Expansion Pressure (ft) SAMPLE INFORMATION Sample Location: Glen Avenue 21+00 Sample Description: Gray Brown Sandy Clay Notes: 0% Retained on 3/4 inch sieve p't1ITr:1'aTyFrlr,i, _[sI•_ - I - I - _ _ r' I: Ms .91 GeoSoils, Inc. R - VALUE TEST RESULTS 5741 Palmer Way Project: MCMILLIN Carlsbad, CA 92008 Telephone: (760) 438-3155 Number: 5384-E-SC Fax: (760) 931-0915 Date: Oct-07 Plate: 6 TEST SPECIMEN A B C D Compactor air pressure PSI 260 150 110 Water added % 1.7 2.9 3.9 Moisture at compaction % IPCF 15.5 16.9 18.0 Height of sample IN 2.41 2.45 2.48 Dry density 111.5 109.1 108.5 R-Value by exudation 16 10 8 R-Value by exudation, corrected 15 10 8 Exudation pressure PSI 639 415 291 Stability thickness ' FT 1.081 1.15 1.18 Expansion pressure thickness FT 1.201 0.931 0.73 DESIGN CALCULATION DATA Traffic index, assumed' 5.0 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 1.1 R-Value by expansion 14 R-Value by exudation 8 [R-Value at equilibrium 8 Expansion, Stability Equilibrium 3.00 2.5O rin u, 1,50 a, U i-1.00 a' > 0 00.50 0.00 ..,'I 11 I I I I I 11 1111 1 111 111 I I I 1 11 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Cover Thickness by Expansion Pressure (ft) SAMPLE INFORMATION Sample Location: Hilltop St. 13+00 Sample Description: Yellow Gray Sandy Clay Notes: GeoSoils, Inc. R - VALUE TEST RESULTS ç 5741 Palmer Way Project: MCMlLLlN - he. Carlsbad, CA 92008 Telephone: (760) 438-3155 Number: 5384-E-SC Fax: (760) 931-0915 Date: Oct-07 Plate: 7 APPENDIX REFERENCES California Department of Transportation, 2006, Caltrans, Standard specifications, May printing. Carlsbad, City of, 1993, Standards for design 'and construction of public works improvements in the City of Carlsbad. GeoSoils, Inc., 2007a, Pavement design report, Improvement (widening) of College Boulevard (Stations 103to 118), and Cannon Road (Stations 127 +20 to 159), City. of Carlsbad, San Diego County, California, W.O. 5354-E-SC, dated September 18. ' 2007b, Review of R-value data, Improvement (widening) of College Boulevard (Stations 103 to 118)1 and Cannon Road (Stations 127 to 159), City of • Carlsbad, San Diego County, California, W.O. 5354-E-SC, dated September 4. 2004a, Revised pavement design report, College Boulevard Stations 78 to Reach C, Calavera Hills II, Carlsbad, San Diego County, California, W.O: 4028-E-SC, dated April 19, 2004, by GeoSoils, Inc. 2004b, 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 April 23. 2004c, Third revision of pavement design report, Calavera Hills II, Cannon Road Stations 125 +50 ' to 164, City of Carlsbad, San Diego County, 'California, W.O. 4030-E-SC, dated May 14; NEWCON90, 1991 Computer program for the determination of asphalt pavement sections, version: April 30. O'Day Consultants, 2007, Improvement plans, 'Robertson Rand East Village, sheets 42 through 45, drafted March 30, 2007, City approved April 5. State of California, Department of Transportation, 2006, Highway design manual of instructions, sixth edition, September printing. • GeoSoils, Inc.