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Home My WebLink AboutPAVEMENT DESIGN REPORT i" s, Geotechnical ® Coastal . Geologic m Environmental 26590 Madison Avenue • Murrieta, California 92562 • (951) 677-9651 • FAX(951) 677-9301 May 12, 2006 W.O. 4511-E-SC Lennar Homes 40980 County Center Road, Suite 100 Temecula, California 92591 Attention: Ms. Ellen Michiel Subject: Pavement Design Report for Bankhall Street (Station ±10+00 to ±19+00), Camden Circle (Station ±18+40 to ±20+00), Diana Lane (Station ±10+00 to ±20+50), Third Street (Station ±27+os to ±29+99), and Offsite Third Street (Station ±11+40 to +27+06), Tract 31792, Wasson Canyon Area, City of Lake Elsinore, Riverside County, California References: 1. "Street Improvement Plans For: Conrad Avenue and Third Street, M.S. 4036 (For Tract No. 31792, City of Lake Elsinore),"Job No. 63514.10, dated March 21, 2006, by SB&O, Inc. 2. "Street Improvement Plans For: City of Lake Elsinore, Tract No. 31792, Wasson Canyon," Job No. 635112.10, plotted March 21, 2006, by SB&O, Inc. Dear Ms. Michiel: In accordance with your request, GeoSoils, Inc. (GSI) is submitting herewith final pavement design recommendations for the above roadways (onsite and offsite) for Tract 31792, Lake Elsinore, Riverside County, California. Representative samples of the subgrade soils were obtained and tested to determine the R-value. The material is thought to be typical and presumed to be representative of the subgrade soils. Testing was performed in general accordance with the latest revisions to the Department of Transportation, State of California, Material & Research Test Method No. 301. The test results are presented on the enclosed R-value Test Results, Figures 1 through 4. RECOMMENDED PAVEMENT SECTIONS The pavement sections presented on the following page are based on the R-value data collected, the Traffic Index (T.I.) indicated on the street improvement "plans (see above References), and the guidelines presented in the latest revision to the California Department of Transportation "Highway Design Manual," fifth edition. It is our understanding that the minimum pavement section required by the City of Lake Elsinore is 3.0 inches of AC (asphaltic concrete) over 4 inches of Class 2 Aggregate Base for local roads. ASPHALTIC CLASS 2 BASE LOCATION TRAFFIC UNTREATED CONCRETE ROCK* INDEX SUBGRADE THICKNESS THICKNESS R-VALUE INCHES (INCHES) Bankhall Station ±10+ 0-to ±19+00 5.5 38 3.0 5.5 Camden Circle Station ±1 WE to ±20+00 5.5 17 3.0 9.5 Diana Lane Station ±10+2 to ±20+so 5.5 17 3.0 9.5 (Onsite) Third Street Station *27+26 to ±29+2e 5.5 17 3.0 9.5 (Offsite) Third Street Station ±19+0o to ±27+os 5.5 16 3.0 10.0 (Offsite) Third Street Station ±11+42 to ±19+00 5.5 15 3.0 10.0 Denotes Caltrans Standard Class 2 aggregate base rock or equivalent(J >78,SE > 25). The preliminary 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 average daily traffic (ADT) or average daily truck traffic (ADTT) 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 (i.e., 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 should be properly transitioned. If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to be employed. A representative of GSI should be present for the preparation of subgrade, base rock, and asphalt concrete. Lennar Homes W.O. 4511-E-SC Tract 31792, Wasson Canyon May 12, 2006 File:e:\wp10\murr\rc4500\4511 e.pdr Page 2 GeoSoils, Inc. Subgrade 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 6 inches, moisture conditioned as necessary and compacted to 95 percent of the maximum laboratory density or City minimum, 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 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 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. 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. Lennar Homes W.O. 4511-E-SC Tract 31792, Wasson Canyon May 12, 2006 File:e:\wp10\murr\rc4500\4511e.pdr Page 3 GeoSoils, Inc. Drainage Positive drainage should be provided for all surface water to drain towards the area swale, 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, such as from behind unprotected curbs, both during and after grading. 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 thickened edges, enclosed planters, etc. Also, best management construction practices should be strictly adhered to at all times to minimize the potential for distress during construction and roadway improvements. Additional Considerations To mitigate perched groundwater, consideration should be given to installation of subgrade separators (cut-offs) between pavement subgrade and landscape areas, although this is not a requirement from a geotechnical standpoint. Cut-offs, if used,should be 6 inches wide and at least 12 inches below the pavement subgrade contact or 12 inches below the aggregate base rock. 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, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability forwork 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. Thus, this report brings to completion our scope of services for this portion of the project. All samples will be disposed of after 30 days, unless specifically requested by the client, in writing. Lennar Homes W.O. 4511-E-SC Tract 31792, Wasson Canyon May 12, 2006 F 1e:e:\wp10\murr\rc4500\4511 e.pdr Page 4 GeoSoils, Inc. The opportunity to be of service is sincerely appreciated. If you shout ny questions, please do not hesitate to contact our office. oOoFESSiov \N Ski` ��Gl Respectfully sub 5 AL �5 P FR,q GeoSoils, In . Q o N�iOu) Via' C�� 57 No. 1340 -t CertifiedEngineerino Oeoloplst �- ohn P. Franklin OF CAL\F°P David W. Skelly ngineering Geologis , 1340 Civil Engineer, RCE 47857 BEV/JPF/DWS/jh/ps Enclosures: Figures 1 through 4 - R-value Test Results Distribution: (4) Addressee Lennar Homes W.O. 4511-E-SC Tract 31792, Wasson Canyon May 12, 2006 File:e:\wp10\murr\rc4500\4511 e.pdr Page 5 GeoSoils, Inc. TEST SPECIMAN A B C D Compactor air pressure PSI 350 350 170 Water added % 1.0 1.9 2.7 Moisture at compaction _ % 10.0 11.0 11.9 Height of sample IN 2.46 2.43 2.5 Dry density PCF 126.3 126.6 122.8 R Value by exudation 59 40 22 R-Value by exudation, corrected 59 38 22 Exudation pressure PSI 719 310 184 Stability thickness FT 0.52 0.77 1.00 Expansion pressure thickness FT 1 0.301 0.101 0.00 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.0 Sample location: Bankhall Street 10+00-19+00 Gravel equivalent factor,assumed 1.25 Sample Description: Dark Gray Silty Gravel'W/Sand Expansion,stability equilibrium 0 Notes: R-Value by expansion NA 11% Retained on 3/4 inch sieve R-Value by exudation 38 Test Method: Cal-Trans Test 301 R-Value at equilibrium 38 R-Value By Exudation 80 Expansion,Stability Equilibrium 2.00 70 - — — — — — 60 i'1.50 - - - — — 50- N — a� — — —— 40 - S 1.00 aC c Y 30 t> Z 0.50 - — 20 - o - -- 10 0.00 U/# 0 0.00 0.50 1.00 1.50 2.00 800 700 600 500 400 300 200 100 0 Cover Thickness by Expansion Pressure(ft) Exudation Pressure(psi) GeoSoils, Inc. R.-VALUE TEST RESULTS 5741 Palmer Way Project: LENNAR HOMES . Carlsbad, CA 92008 Telephone:(760)438-3155 Number: 4511-E-SC Fax: (760)931-0915 Date: May-06 Figure: 1 TEST SPECIMAN A B C D Compactor air pressure PSI 350 230 110 Water added % 2.2 3.1 4.1 Moisture at compaction % 11.0 12.0 13.0 Height of sample IN 2.36 2.38 2.47 Dry density PCF 129.0 127.0 121.1 R-Value by exudation 40 22 11 R-Value by exudation, corrected 36 21 11 Exudation pressure PSI 489 355 211 Stability thickness FT 0.84 1.10 1.25 Expansion pressure thickness FT 1.03 0.70 0.37 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.5 1 Sample Location: Diana Lane 10+00-20+50,Camden 18+40-20+00 Gravel equivalent factor, assumed 1.25 Sample Description: Dark Gray Clayey Gravel W/Sand Expansion, stability equilibrium 0.89 Notes: Includes Third Street 26+70-29+99 R-Value by expansion 37 20% Retained on 3/4 inch sieve R-Value by exudation 17 Test Method: Cal-Trans Test 301 R-Value at equilibrium 17 R-Value By Exudation Expansion,Stability Equilibrium 80 2.00 70 - 60 1'1.50 50 y 40 11.00 - 30 c 0.50 20 V 10 0.00 0 0.00 0.50 1.00 1.50 2.00 800 700 600 500 400 300 200 100 0 Cover Thickness by Expansion Pressure(ft) Exudation Pressure(psi) GeoSoils, Inc. R -VALUE TEST RESULTS 5741 Palmer Way Project: LENNAR HOMES N . Carlsbad, CA 92008 Telephone: (760)438-3155 Number: 4511-E-SC Fax: (760)931-0915 Date: May-06 Figure: 2 TEST SPECIMAN A B C D Compactor air pressure PSI 350 280 160 Water added % 2.0 2.9 3.8 Moisture at compaction % 10.0 11.0 12.0 Height of sample IN 2.4 2.41 2.45 Dry density PCF 125.8 124.9 123.3 R-Value by exudation 34 23 12 R-Value by exudation, corrected 32 22 12 Exudation pressure PSI 5231 3891 239 Stability thickness I FT 0.931 1.08 1.24 Expansion pressure thickness I FT 0.401 0.231 0.17 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.5 Sample Location: Third Street 19+00-27+06 Gravel equivalent factor, assumed 1.25 Sample Description: Dark Yellow Brown Clayey Sand WI Gravel Expansion, stability equilibrium 0 Notes: R-Value by expansion NA 10% Retained on 3/4 inch sieve R-Value by exudation 16 Test Method: Cal-Trans Test 301 R-Value at equilibrium 16 R-Value By Exudation Expansion,Stability Equilibrium 80 2.00 70 w 60 :�'1.50 50 W j 40 01.00 d c 30 L H c 0.50 20 U 10 0.00 0 .1 0.00 0.50 1.00 1.50 2.00 800 700 600 500 400 300 200 100 0 Cover Thickness by Expansion Pressure(ft) Exudation Pressure(psi) GeoSoils, Inc. R -VALUE TEST RESULTS L 5741 Palmer Way Project: LENNAR HOMES Carlsbad, CA 92008 Telephone: (760)438-3155 Number: 4511-E-SC Fax: (760) 931-0915 Date: Mav-06 Figure: 3 TEST SPECIMAN A B C D Compactor air pressure PSI 280 160 130 Water added % 1.7 2.7 3.6 Moisture at compaction % 11.0 12.0 13.0 Height of sample IN 2.34 2.36 2.45 Dry density PCF 127.0 125.4 120.0 R-Value by exudation 39 18 12 R-Value by exudation, corrected 35 17 12 Exudation pressure PSI 513 327 264 Stability thickness FT 0.86 1.15 1.24 Expansion pressure thickness FT 1 0.731 0.43 0.07 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.5 1 Sample Location: Third Street 11+40-19+00 Gravel equivalent factor, assumed 1.25 Sample Description: Yellow Brown Sandy Clay W/Gravel Expansion, stability equilibrium 0 Notes: R-Value by expansion NA 3% Retained on 3/4 inch sieve R-Value by exudation 15 Test Method: Cal-Trans Test 301 R-Value at equilibrium 15 R-Value By Exudation 80 Expansion,Stability Equilibrium — - — 2.00 70 60 Z'1.50 Z 50 Cn m -I--fall j 40 1.00 . ' c — 30 's f- 0 0.50 20 V 10 - 0.00 -/ 0 0.00 0.50 1.00 1.50 2.00 800 700 600 500 400 300 200 100 0 Cover Thickness by Expansion Pressure(ft) Exudation Pressure(psi) GeoSoils, Inc. R -VALUE TEST RESULTS ��r" 5741 Palmer Way Project: LENNAR HOMES ,, ,. Carlsbad, CA 92008 Telephone: (760)438-3155 Number: 4511-E-SC Fax: (760)931-0915 Date: May-06 Figure: 4