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Home My WebLink About3243; PALOMAR AIRPORT RD EAST OF EL CAMINO REAL; SUPPLEMENTARY GEOTECHNICAL CONSULTING SERVICES; 1987-05-22____ • • tif-7 Testing Engineers—San Diego. ff01 A Division of United States Testing Company, Inc. 3467 Kurtz St,PO BOX 80985, San Diego, Ca 92138 (619) 225-9641 r 2956 Industry Street, Oceanside, California 92054 (619) 757-0248 = May 22, 1987 Job' No. 7092-1 RECEIVED City, of Carlsbad Community Development MY 261987 2075 Las Palmas Drive Carlsbad, California 9200,8 * MUNICIPAL PROJECTS DIVISION Attention Mr. Al Virgilio Subject Supplementary Geotechnical Consulting Services Palomar Airport Road East of Paseo Del Norte Carlsbad, California- Gentlemeñ:. This report presents results of our additional soil investigation and pavement sectiondesignrof the. subjectsite. The purpose of the soil investigation was to retain bulk soil samples to be used in the laboratory for "R"-value tests. These actual "R"-value test results were then used to estimate the various pavement sections presented herewith Subsurface conditions were explored by drilling ten 8-inch diameter test borings with a Mobile B-61 drill rig, to 4 to 20 feet depths A staff geologist from our office was present during the drilling of the test borings The sample locations and soil types with the respective "R"-value results are presented in Table ,I. . . Palomar Airport Road Page No 2 East of Paseo Del Norte May 22, 1987 Carlsbad, California Job No 7092-1 TABLE Bore Sample Bore Hole Depth Soil Hole No Location Feet Type R-Value 1 30+00 8 Sandy clay 12 2 32+50 13 ' Sandy clay 13 36+00 12-15 Sandy clay. 9 4 36+00• . . 18-20 Sandyciày '8 5 . . '; 40+00 7 Gravelly, .:. Refusal @ 7. ft. • 6 42+00 ' .7 . . ",Sady.cl'y, .6 .• ' 7 . 50+0.0'. 2-4 '' ' ' ' ':snty. and 47. 8 53+00 4-6 Clayey sand 21 9 72+50 . .5' . ' ' "Silty sand ' . .57: 10 85+00 6-8 Silty clay 27 . . . • . , .. Palomar Airport Road. . . Page No. 3... East of Pasèo Del NOrte. . . . Mäy22, 1987 Carlsbad,Californiá . Job No. 7092-1 ASPHALTIC CONCRETE DESIGN Basedon the R-.value results and a T.I. value of 9 for primary arterial, as required by the City of Carlsbad, alternate structural sections are computed. . For purposes of section design, "R"-value results have been separated to represent' three zones of 'the alignment. The results are summarized and . prestedon:.Tabl'e II. en ': . -• I - . . . . • b .. - • - --. Th&- design assumes am .c-inimum asphaltic oncrete thickness of 6 - .- •. - - - -. - - inches. and' processed Class II aggregate base course. - If the three layer. conventional system is preferred, we recommend . •- disintegrated .granite (D.G.-) with mihimum"R"-,alue.of 50 to be used as select import for-a subbase course. • - . -. - . S Palomar Airport Road Page No 4 East of 'Paseo Del Norte . . .. May 22, 1987 Carlsbad, California . Job No. 7092-1 . TABLE. NO. II RECOMMENDED SECTION DESIGN ALTERNATIVES Materials are-referenced to 'CalTrans Standard Specifications for aggregate'subbàse, aggregate. bade; and asphaltic..concrete.. .. . # - t. S .. Zone 1 ' Station 27+00 to.Station 32+50 Basement Soi -Vlue . -12 Traffic Index; (Prime Arterial) .' 9 Minimum ,a.c.: Thickness, ft. (inch),,- -0.5' Minimum cover required (GE) ft (inch) 2 55 Alternative 1 Conventional 3 Layer System Actual- . .. • .. - Gravel Thickness. - . . . . Equivalent (GE) . Feet Inch Course (Gf) Feet 0 50 6 Asphaltic Concrete 1 80 0 90 0.83 10 Class II Agg Base 1 10 0 91 0.75 .9 Agg.; Subbase (R=50) 1.00. - 0.75 2.08 25 - •; . -.. ... 2.56 Alternative 2: Conventional 2 láyerSystem - • . . . - . . . • . .• .- ..• . . -.''0'.50 - . Asphaltic Concrete-;. 1.80 - - 0.90 • 150 18 Class 'II Agg. Base . . I;10 '- 1.65 2.00. 24..-. • . S - 2.55 ':. .Palomar Airport Road Page No. 5 .East of.PaseoDel Norte • May 22, 1987 Carlsbad, California Job No. 709-2--;.l- Zone 2 Station 32+50 to Station 50+00 Basement Soil RValue 6 'Traffic Index .(Prime Arterial) S , 9 Minimum a c Thickness, ft (inch) 0 5' (6") .Minimum cover-required (GE): ft:. '('inch) 2.70 Alternative 1 Conventional 3 Layer System Actual,,.,' ' ' ' 'Gravel Thickñèss , ' 'Equivalent (GE) '.Feet Inch Course (Gf) . ..Feet ' 4 .S'. , S. .5.' 0.50 6 ' Asphaltic Concrete ' 1.80' 0 83 10 ' Class II Agg Base 1 101 0 r91 0.92 11 Agg. Subbase (R='50') 1.00, • , .0.92 2.25 27 , ' S , 2.73 Alternative 2 Conventional 2 layer System 0.50 6 Asphaltic Concrete ' 1.80,; • 0.90 '1. 67., 20 . Class II Agg. Base . '1.10 ' . 1.83. 2.17' 24 2.73 Note: Based on the "R"-value results and ' 5 uniform soil type at Station 36+00, either of ' the above asphaltic pavement sections can be.: utilized at 17 feet road level The "R"-value shoin on Table I should be verified after grading. ' S 5 1 S. S, S 5 ,''5,,SS _SS 5, ' S 5 i - - Zone 3: Station 50+00 to Station 85+00 Basement Soil R-Value 21 Traffic Index (Prime Arterial) 9 Minimum a c Thickness, ft (inch) Minimum cover required (GE) ft (inch) 2.28 , Alternative 1 Conventional 3 Layer System Actual Gravel Thickness Equivalent (GE) Feet Inch Course (Gf) Feet 0 50 6 Asphaltic Concrete 1 80 0 90 0 50 6 Class II Agg Base 1 10 0..'55 0.83 10 Agg Subba'se (R=50) 1.00 0.'83 183 22 228 Alternative1A Actual Gravel Thickness Equivalent (GE) Feet Inch Course (Gf) Feet 0'.50 , 6 Asphaltic Concrete 1.80 0.90. 0.83 10 Clash II Agg. Base 1.10 0.91 Ii 0 50 6 ' Agg Subbase (R=50) 1 00 0.50 183 22 231 ...Alternative ,2: Conventional 2 layer System -,0'.-50 6 Asphaltic Concrete 1.80 0.90 1.25 15 Class II Agg Base 1.10 1.38 175 21 228 . . Palomar Airport Road PaeNo 7 East of Paseo Del, Norte May22., 1987 .Cai±Isbad,California Job No. 70927 1 The samples taken are assumed to be representatives of the material which will, be immediately under the planned structural section. The design Is based on the lowest "R"-value for that zone since it repr_69ents the lowest quality material encountered. The asphaltic pavement sections recommended reflect our best estimatéof the project requirements based on an evaluation of the subsurface soil conditions encountered at the exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. • 0 0 Anyunusual conditions, not .covered in this report, encountered during site development, should be brought to the attertion of the soil engineer. The "R"-value results should also be verified before construction, so that modifications can be made If necessary. . This office should be advised of any changes in the project 0 • scope or proposed site grading so that it may be deterinined if the: recommendations contained herein are appropriate. 0 • •0•• •0 •,•.. 0 ... '• . . 0:0 0 - -. 0 - : • - •