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Home My WebLink AboutPAVEMENT DESIGN REPORT TR 31792 s, Geotechnical a Coastal * Geologic * Environmental 26590 Madison Avenue • Murrieta, California 92562 • (951) 677-9651 • FAX(951) 677-9301 August 10, 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 Diana Lane (Station ±20+50 to +38+25), Hightower Street (Station ±38"�'to ±40+'S), Whitehall Street (Station ±40+5s to ±44+"), Bankhall Street (Station ±19+00 to ±24+79), Pascali Lane (Station ±13+0oto ±17+'-5), Hatton Garden Court (Station ±g+40 —to ±13+00) Waterford Street (Station ±10+00 to ±24+00), and Carnegie Circle (Station ±10+00 to ±15+775), Tract 31792, Wasson Canyon Area, City of Lake Elsinore, Riverside County, California Reference: "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 recommendations for the above roadways for Tract 31792, City of Lake Elsinore, Riverside County, California. Representative samples of the subgrade soils were obtained and tested to determine the R-value. The material tested is typical for this site as observed during grading and is representative of the subgrade soils in the streets, as noted. 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 5. 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 Reference), 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 as 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(3) INDEX(') SUBGRADE THICKNESS(2) THICKNESS R-VALUE (INCHES) (INCHES) Diana Lane Station ±20+50 to ±33+°—° 5.5 25 3.0 8.0 Diana Lane 5.5 28 3.0 7.5 Station ±33+00 to ±38+25 Hightower Street 5.5 28 3.0 7.5 Station ±38+25 to ±40+'S Whitehall Street Station ±40+Z55 to ±44+2 5.5 28 3.0 7.5 Bankhall Street 5.5 36 3.0 6.0 Station ±19+ooto ±24+2s Pascali Lane Station ±13+22to ±17+'e 5.5 36 3.0 6.0 Hatton Garden Court 5.5 36 3.0 6.0 Station ±9+aoto ±13+00 Waterford Street Station ±10+ooto ±24+00 5.5 19 3.0 9.0 Carnegie Circle 5.5 28 3.0 7.5 Station ±10+2 to ±15+'S (1)Traffic Index,as provided by the project civil engineer (2)Denotes minimum AC pavement section,as required by the City of Lake Elsinore. (3) Denotes Caltrans Standard Class 2 aggregate base rock or equivalent O >78,SE>25). The 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. Lennar Homes W.O. 4511-E-SC Tract 31792, Wasson Canyon August 10, 2006 File:e:\wp10\murr\rc4500\4511e.pdr2 Page 2 GeoSoils, Inc. 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. 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). Pavinq 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. Lennar Homes W.O. 4511-E-SC Tract 31792, Wasson Canyon August 10, 2006 File:e:\wp10\murr\rc4500\4511e.pdr2 , . Page 3 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 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 liabilityfor 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 userto 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 August 10, 2006 File:e:\wp10\murr\rc4500\4511 e.pdr2 GeoSoils, Inc. Page 4 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitte ��\o14AL GFo �QtiUQ��T. c �Fyc/y -> ff �(v J�L.Mac °C cc q No.GE2370 3J GeoSoils, Inc. o Q� �,� �, * E . a No. 1117 —+ Certified Engineering T`cOrECNti�GPP�� '14J Geologist `Q. � FOfi Paul L. McClay F°Q 4AA-n T. Guatelli Engineering Geolo Principal Engineer, GE 2320 N i Certified Todd A. Greer q^ Engineering Engineering Geolo 's�, } OF CAy`FO TAG/PLM/ATG/jh/ps Enclosures: Figures 1 through 5 - R-value Test Results Distribution: (4) Addressee Lennar Homes W.O. 4511-E-SC Tract 31792, Wasson Canyon August 10, 2006 File:e:\wp10\Unurr\rc4500\4511e.pdr2 Page 5 GeoSoils, Inc. TEST SPECIMAN A B C D Compactor air pressure PSI 350 350 230 Water added % 0.1 0.5 1.5 Moisture at compaction % 8.5 9.0 10.0 Height of sample IN 2.42 2.43 2.38 Dry density PCF 128.8 127.9 128.6 R-Value by exudation 50 33 23 R-Value by exudation, corrected 47 31 22 Exudation pressure PSI 564 381 269 Stability thickness FT 0.70 0.94 1.08 Expansion pressure thickness FT 1 1.031 0.70 0.43 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.5 Sample Location: Diana Ln. 20+50-33+00 Gravel equivalent factor, assumed 1.25 Sample Location: Expansion, stability equilibrium 0.81 Sample Description: Dark Gray Silty Gravel W/Sand R-Value by expansion 42 20% Retained on 3/4 inch sieve R-Value by exudation 25 Test Method: Cal-Trans Test 301 R-Value at equilibrium j 25 R-Value By Exudation Expansion,Stability Equilibrium 80 --- 2.00 70 - - 60 - k1.50 - — n 50 `° 40 > uyi 1.00 m - c 30 — L H - 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 r' t 5741 Palmer Way Project: LENNAR HOMES �eosro3s;i . Carlsbad, CA 92008 `— — Telephone: (760)438-3155 Number: 4511-E-SC Fax: (760) 931-0915 Date: Jul-06 Fiqure: 1 TEST SPECIMAN A B C D Compactor air pressure PSI 350 350 290 Water added % 0.5 1.0 1.8 Moisture at compaction % 9.5 10.0 11.0 Height of sample IN 2.38 2.39 2.39 Dry density PCF 129.9 129.1 125.9 R-Value by exudation 64 53 22 R-Value by exudation, corrected 62 50 21 Exudation pressure PSI 629 409 271 Stability thickness FT 0.51 0.661 1.10 Expansion pressure thickness FT 0.70 0.501 0.37 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.5 Sample Location: Diana Ln. 33+00-38+25 Hightower Gravel equivalent factor, assumed 1.25 Sample Location: 38+25-40+75 Whitehall 40+75-44+00 Expansion, stability equilibrium 0.55 Sample Description: Dark Gray Silty Gravel W/Sand R-Value by expansion 61 20% Retained on 3/4 inch sieve R-Value by exudation 28 Test Method: Cal-Trans Test 301 R-Value at equilibrium 28 R-Value By Exudation 80 Expansion,Stability Equilibrium - --- - - - - 2.00 — 70 — —- w - 60 ;1.50 50 -- w m — �. - 3 —- > 40 — -- �1.00lid — -- c - _ 30 r c 0.50 20 — U 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 Carlsbad, CA 92008 Telephone: (760) 438-3155 Number: 4511-E-SC Fax: (760) 931-0915 Date: Jul-06 Firure: 2 TEST SPECIMAN A B C D Compactor air pressure PSI 350 350 350 Water added % 0.1 0.6 1.3 Moisture at compaction % 8.2 8.7 9.5 Height of sample IN 2.4 2.42 2.41 Dry density PCF 129.5 128.1 128.9 R-Value by exudation 51 42 35 R-Value by exudation, corrected 48 40 33 Exudation pressure PSI 569 377 245 Stability thickness FT 0.69 0.82 0.92 Expansion pressure thickness FT 0.771 0.57 0.00 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.5 Sample Location: Bankhall St 14+00-24+79 Hamon Gardens Ln Gravel equivalent factor, assumed 1.25 Sample Location: 9+40-13+00 Pascali Ln 13+00-17+75 Expansion, stability equilibrium 0.68 Sample Description: Dark Gray Silty Gravel W/Sand R-Value by expansion 52 6.0 % Retained on 3/4 inch sieve R-Value by exudation 36 Test Method: Cal-Trans Test 301 R-Value at equilibrium 36 R-Value By Exudation 80 Expansion, Stability Equilibrium ---I- --- _ -Y- 2.00 70 - - -- - - - 60 - — ;�'1.50 —_ - -_ 50 — _— `'� w —- a 40 — — ai 1.00 - - - d -- 30 r F- — c 0.50 20 - L) - - 10 l - - - —- 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 �e3si�i07�S`I . Carlsbad, CA 92008 —' Telephone: (760)438-3155 Number: 4511-E-SC Fax: (760) 931-0915 Date: Jul-06 Figure: 3 i TEST SPECIMAN A B C D Compactor air pressure PSI 3501 230 150 Water added % 1.41 1.9 2.8 Moisture at compaction % 10.0 10.5 11.5 Height of sample IN 2.39 2.4 2.49 Dry density PCF 129.3 128.7 122.3 R-Value by exudation 55 33 13 R-Value by exudation, corrected 52 31 13 Exudation pressure PSI 648 441 235 Stability thickness FT 0.63 0.94 1.22 Expansion pressure thickness FT 0.77 0.50 0.17 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.5 Sample Location: Waterford St. 10+00-24+00 Gravel equivalent factor, assumed 1.25 Sample Location: Expansion, stability equilibrium 0.69 Sample Description: Dark Gray Clayey Gravel W/Sand R-Value by expansion 51 18% Retained on 3/4 inch sieve R-Value by exudation 19 Test Method: Cal-Trans Test 301 R-Value at equilibrium 19 R-Value By Exudation 80 Expansion,Stability Equilibrium 2.00 70 - ---- - ^. -- - - - 60 - -- - Z 50 - N m --- 40 m 1.00 - - c - -_ 30 c0 0.50 20 - - - - 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 a�1 �' 5741 Palmer Way Project: LENNAR HOMES �8 J OSf�11C. Carlsbad, CA 92008 Telephone: (760)438-3155 Number: 4511-E-SC Fax: (760) 931-0915 Date: Jul-06 Fiqure: 4 TEST SPECIMAN A B C D Compactor air pressure PSI 3501 350 230 Water added % 0.0 0.5 1.0 Moisture at compaction % 8.4 9.0 9.5 Height of sample IN 2.34 2.38 2.41 Dry density PCF 131.5 129.0 127.1 R-Value by exudation 79 43 14 R-Value by exudation, corrected 781 41 14 Exudation pressure PSI 781 439 137 Stability thickness FT 0.30 0.80 1.21 Expansion pressure thickness FT 0.70 0.43 0.00 DESIGN CALCULATION DATA SAMPLE INFORMATION Traffic index, assumed 5.5 Sample Location: Carnegie St 10+00-15+75 Gravel equivalent factor, assumed 1.25 Sample Location: Expansion, stability equilibrium 0.55 Sample Description: Dark Gray Silty Gravel W/Sand R-Value by expansion 61 20% Retained on 3/4 inch sieve R-Value by exudation 28 Test Method: Cal-Trans Test 301 R-Value at equilibrium 28 R-Value By Exudation Expansion,Stability Equilibrium 80 -- - - - - 2.00 70 - - .: 60 -- k1.50 � - - - ---- 50 w ID - - j 40 w 1.00 - c 30 s c 0.50 - 20 V 10 . 0.00 i -- 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 c-? 5741 Palmer Way Project: LENNAR HOMES I; OfO:�S�>ZIyC. Carlsbad, CA 92008 `-' Telephone: (760)438-3155 Number: 4511-E-SC Fax: (760) 931-0915 Date: Jul-06 F,:-;ure: 5