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HomeMy WebLinkAboutCT 04-26; ROBERTSON RANCH EAST VILLAGE PA 16, 17, & 18; PAVEMENT DESIGN REPORT WIND TRAIL WAY; 2009-12-02 (2)Geotechnical • Geologic • Coastal • Environmental 5741 PalmeWay • Carlsbad, Califorñia'92010 (760) 438-155 • FAX (760) 931-0915 December 2, 2009 W.O. 5949E-SC Cl 04-2 Co Brookfield San Diego Builders, Inc. 12865 Pointe Del Mar, Suite 200 Del Mar, California 92014 Attention: Mr. Greg McDonnell SUbject: Pavement Design Report, Wind Trail Way (Stations 1 6to '1'8Z), Alander Court (Stations 12 to 19), and 'Cascade Street (Stations 12 to I Portion of Planning Area 16 of Robertson Ranch, Carlsbad, San Diego County,, California Dear Mr. McDonnell: In accordance-with your request, GeoSoils,lnc (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 include a review of the referenced reports and documents (seethe Appendix), an evaluation of the pavement section for the subject area, and préparàtion of this report. PAVEMENT DESIGN Pavement section evaluation was based on traffic' index (TI) values provided by (O'Day Consultants, personal communications). Pavement sections were evaluated in 'general 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 (seetable), 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 I Transportation. State of California, Material & Research' Test Method No. 301. ASPHALT CONCRETE PAVEMENT Structural Section Traffic Indices (TI) were provided bythe project civil engineer (O'Day Consultants, personal communication) as 5.0 for the subject traffic areas. R-values (see attached Figures 1 through 4) ranging from 5 to 16 were obtained for representative subgrade soils onsite and used in pavement design. The recommended pavement sections are provided in general accordance with the City guidelines (City of Carlsbad, 1993) are presented in the following table: AC AGGREGATE APPROXIMATE TRAFFIC SUBGRADE THICKNESS BASE TH ICKNESS3 TRAFFIC AREA INDEX1 R-VALUE (Inches)'2 (inches) Wind Trail Way, Stations 16' to 5.0 <5 4.0 8.5(2) 18+76 (Sample obtained from Station 1 8) Alander Court, Stations 12 to 5.0 11 4.0 7.0 19 (Samples obtained from Stations 14+LG and 17) Cascade Street, Stations 12 to 5.0 16 4.0 6.0 15 (Sample obtained from Station 13 " Per O'Day Consultants, (Improvement plans) Exceeds City minimum, design per State of California (2006) (3) Denotes Class 2 Aggregate Base R >78, SE 25) All pavement installation,, including preparation and compaction .ofsubgrade, 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, 2007c, 2004a, 2004b, and 2004c). It is therefore anticipated that lime stabilization will not be performed for the current road construction. However, due to the low R-values (5 to 1.6), wet subgrade conditions could significantly reduce the life of the placement. It is imperative that subgrade materials are not allowed to become wet or saturated. 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, Brookfield San Diego Builders, Inc. W.O. 5949-E-SC Portion of Planning Area 16, Robertson Ranch December 2, 2009 FiIe:e:\wp9\5900\5949e.pdr Page 2 GeoSoils, Inc. increased rnaintenanoe and repaircould be expected.. If the ADT (average dailytrathc) 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 atall times, especially during inclement weather. PAVEMENT GRADING RECOMMENDATIONS General All section changes shall be properly tränsitibned. 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 streetand 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 9.5. percentof the iiairnum laboratory density, as determined by ASTM test designation D 1557. Deleteriousmaterial, excessively wet or dry':pockets, concentrated zarios 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. Brookfield: San DiegoBuilders, Inc. W.O. 5949-E-SC Portion of Planning Area 16, Robertson Ranch December-2, 2009 FiIë:e:\wp9\5900\5949e.pdr Page 3 GeoSoits, Inc. Paving Prime coat may be omitted if all of the following conditions are met: The' asphalt pavement layer 'i . splaood'-Withid two weeks, of completion of base, and/or subbase course. Traffic is not routed over completed base before pving. 3 Construction iscompleted:duringthe' 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 on Where prime coat has been omitted and rain occurs, traffic is routed over base course or paving is delayed, measures shall betaken to restore base course and subgrade to conditions m that will eet 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 draiAage shall 'be maintained at all times Water shall not be allowed to pond or seep into the ground Over-watering of landscape areas should be avoided. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer shall review the recommendations provided herein, i'ncorporate' 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, soiF 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 othe,rfactors. Brookfield San Diego Builders, Inc. W.O. 549-E-SC Portion of, Planning Area 16, Robertson 'Ranch 'Dëöernber 2, '2009 File:e:\wp9\5900\5949e.pdr Page 4 GeoSoils, Me. Inasmuch as our study1s based upon our reviewand 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 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. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully su GeoSoils' inc( Robert G. Cr1 Engineering a-n- No i-34 Ctfled - \ Eng.!rig •/ &\ oit 7,: ~ndZK. GL Geotechnical RGC/ATG/JPF/jh Attachments Figures 1 through 4 - R-yaluê Test Results Appendix -References Distribution (4) Addressee Brookfield San Diego Builders, Inc. W.O. 5949-E-SC Portion ofPtanning Area 16, Robertson Ranch December 2, 2009 File:e:\wp9\5900\5949e:pdr Page 5 GeoSoils, Inc. TFST SPFfIMFN A B C D Compac tor air pressure PSI 170 50 Water added % 3.8 8.1 Moisture at compaction % 18.1 23.0 Height of'sample IN , 2.52 2.65 Dry density ' PCF 109.2 99.5 R-Value by exudation ' 10 4 R-Value by exudation, corrected 10 4 Exudation pressure PSI 784 424 ,Stability thickness FT 1.151 1.23 Expansion pressure thickness FT 1.401 0.10 flFSt(W CAI dILATION DATA SAMPLE INFORMATION Traffic index, assumed ' 5.0 Gravel equivalent factor, assumed 1.25 Expansion, stability equilibrium 1.18 R-Value by expansion 8 R-Value by exudation ' <5 R-Value at equilibrium <5* * Soil pressed out of bottom of mold, stopped test. Expansion, Stability Equilibrium 2.00 I I I I I I I I I '1.50 .0 Cu Cl) .0 101.00 0) C U 0.50 C-) 1 1 1111 1 0.00 0.50 1.00 1.50 2.00: Cover Thickness by, Expansion Pressure (It) Sample Location: Wind Trail 16+60-18+70 Sample Description: Gray Brown Clay Notes: FROM 18+00 01/6 Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Value By Exudation 80- 60 50 - --------- - U - 40 -- 30 -' li'••' 800 700 600' 500 400 300 200 100 0 Exudation Pressure (psi) R' - VALUE TEST RESULTS GeoSoils, Inc. 5741 Palmer Way Project: BROOKFIELD . Carlsbad, CA 92008 Telephone: (760) 438-3155 Number: 5949-E-SC Fax: (760) 931-0915 Date: Dec-0,9 Figure: 1 TEST SPECIMEN A P Compactor air pressure PSI 330 230 170 Water added % 2.7 3.6 4.7 Moisture at compaction % 12.3 13.2 14.5 Height of sample IN 2.4 2.43 2.54 Dry density PCF 122.6 119.7 116.4 R-Value by exudation 26 15 11 R-Value by exudation, corrected 24 . 15 11 Exudation pressure PSI 559 393 283 ,Stability thickness FT 0:95 1.09 1.14 Expansion pressure thickness FT 1.871 1.20 037 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 11 R-Value at equilibrium 11 Expansion, Stability Equilibrium 2.00 1.50 .0 C's C') >, .0 cn U)1.00 0) C U I- CD 0.50 SAMPLE INFORMATION Sample Location: Alander 12+00-15+60 Sample Description: Gray Brown Sandy Clay Notes: FROM 14+36 01/6 Retained on 3/4 inch sieve. Test Method: Cal-Trans Test 301 R-Value By Exudation 80 70 60 50 CD 40 30 20 10 0:00I/hhIhI1I11I,I11l!1111 0.00 0.50 1:00 1.50 2.00 Cover Thickness by Expansion Pressure (ft) a .! ! 800 700 ' 600 :500 400 300 200 100 0 Exudation Pressure(psi) GeoSoils, Inc. R - VALUE TEST RESULTS 5741'Palmer Way Project: BROOKFIELD : carlsbad, CA 9200.8' Telephone: (760) 438-3'155 Number: 5949-E-SC Fax: .(760) 931-0915 Date: Dec-09 Figure: 2' TEST SPECIMEN A P n Compactor air pressure PSI .350 150 80 Water added % 0.0 3.4 4.7 Moisture at compaction % 13.3 17.0 18.5 Height of sample IN. 2.37 2.5 2.58 Dry density PCF 120.2 112.5 109.1 R-Value by exudation 22 11 7 R-Value by exudation, corrected 21 11 7 Exudation pressure PSI 669 303 204 Stability thickness FT 1.001 1.14 1.19 Expansion pressure thickness FT 3.671 0.53 0.30 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 11 R-Value at equilibrium 11 SAMPLE INFORMATION Sample Location: Alander 15+60-19+20 Sample Description: Gray Brown Sandy Clay Notes: FROM 17+60 0% Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Value By Exudation 80, ___------------------ ___ --::---- ::r ----- — ---MM — 'U o2.50 > .0 cn u,2.O0 U ca 40 70 60 50 p1.50 I- 0.50 ::: 0.00 1.00 2.00 3.00 4:00 Cover Thickness by Expansion Pressure (ft) 30 20 10 Dl . 800 700 600 500 400 300 200 100 0 Exudation Pressure (psi) GeoSoils, Inc. R - VALUE TEST RESULTS 5741 Palmer Way Project: BROOKFIELD Carlsbad, CA 92008 Telephone: (760) 4383155 Number: 5949-E-SC Fax: (760) 931-0915 Date: Dec-09 Figure: 3 TEST SPECIMEN A B C D Compactor air pressure PSI 350 280 230 Water added % 4.8 5.3 5.8 Môistureat compaction 13.0 13.6 142 Height of sample IN 2.5. 2:53 2.55 Dry density PCF 121.3 119.3 117.7 R-Value by exudation 22 18 15 R-Value by exudation, corrected 22 18 15 Exudation pressure PSI 448 365 281 Stability thickness FT 1.0011 . 1.05 1.09 Expansion pressure thickness FT 1.401 0.73 0.10 DESIGN CALCULATION DATA Traffic index, assumed - 5.0 Gravel equivalent factor, assumed 125 Expansion, stability equilibrium 1.03 R-Value by expansion 20 R-Value by exudation 16 R-Value at equilibrium -16 Expansion, Stability Equilibrium 2.00 '1.5O .0 0) .0 U) 01.00 0) C) I- SAMPLE INFORMATION Sample Location: Cascade 12+25715+40 Sample Description: Gray Brown Sandy Clay Notes: FROM 13+90 0% Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Vàlue By Exudation 80 -, 70 60 50 0) 40 30 20 10 0.00.V11 11if I I I 11!111 11, 0.00 0.50 tOO 1.50 2.00 Cover Thickness by Expansion Pressure (ft) 0 1 800 700 600 500 400 300 200 100 0 Exudation Pressure (psi) GeoSoils, Inc. 5741 Palmer Way Carlsbad, CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 R - VALUE TEST RESULTS Number: 5949-E-SC Date: Dec-09 I .APPENDIX REFERENCES California Department of Transpottàtion, 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.,2008 Memo Clarification of pavement design report Glen Avenue Station 26 to the Cul Du Sac Robertson Ranch East Village, City of Carlsbad, San Diego County, California, W.O. 5353-B-SC,. dated October 31. 2007a, Pavement design report, Improvement of "Iôop"roads,'Wind Trail Way, Glen Avenue and Hilltop Street Robertson Ranch East Village, City of Carlsbad San Diego, County, California, 'W.O. 53847E-SC, dated October 31. 2007b, Pavement design. report, Improvement (widening) of College Boulevard (Stations 1 03 to 11 8-°) and Cannon Road (Stations 127 to 159+22), City of Carlsbad, San Diego County, California, W.O. 5354-E-SC, dated .September 18. 2007c, Review of R-value data, Improvement (Widening) of College' Boulevard (Stations 103 to 1t8), and Cannon Road (Stations 127to 159-°), City of Carlsbad, San Diego County, California, 'W.O. 5354E-SC, dated 'September 4. 2004a, Revised pavement design report, College Boulevard Stations 78 to 101 Reach C, Calavera Hills II Carlsbad San Diego County California, W.O. 4028-E-SC, dated April 19. 2004b, Revised pavement design report, College Boulevard Stations 101 to 1181Q, Reach B, Calavera Hills II, Carlsbad, San Diego County, California, W.O. 4029-E-SC, dated April 23. 2004c, Third revision of pave'ment design report, Calavera Hills II, Cannon Road Stations 125 to 164.7,,City of Carlsbad San Diego County California W.O. 4030-E-SC, dated May 14. NEWCON901 1991 computer program for the. determination of asphalt pavement sections, version: April 30. State of California, Department of Transportation, 2006, Highway' design 'manual of instructions, sixth edition, September printing. GeoSoils, Inc.