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HomeMy WebLinkAboutRP 86-20; Jefferson House II Construction; Redevelopment Permits (RP) (5)PRELIMINARY SOIL INVESTIGATION PROPOSED APARTMENT COMPLEX NE CORNER JEFFERSON AND OAK CARLSBAD, CALIFORNIA FOR RICK ENGINEERING COMPANY 3088 PIO PICO DRIVE, STE 202 CARLSBAD, CALIFORNIA 92008 8 APRIL 1981 JOB NO. 81-417P CLAUDE B. PARKER GEOTECHNICAL CONSULTANT ^y OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 CIVIL ENGINEER #18.987 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 GEOLOGIST #512 (714)746-6182 CERT. ENG. GEOLOGIST #922 CLAUDE B. BARKER GEOTECHNICAL CONSULTANT OF F ICE 7^ METCALF STE. 7 (714) 741-2592 ESCONOIDO. CA HOME 1922 Howe Pi. 92025 (714) 746-6182 8 April 1981 Rick Engineering Company 3088 Pio Pico Drive, Ste 202 Carlsbad, California 92008 Attn: Mr. Bob Ladwig p CIVIL ENGINEER #18,987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 Re: Job No. 81-417P Proposed Apartment Complex NE Corner Jefferson & Oak Carlsbad, California Dear Mr. Ladwig, Enclosed is my report of the Preliminary Soil Investigation done in accordance with your instructions for the above referenced site. The investigation consists of seven test pits dug to depths of 3 to 5 feet below the existing ground surface. Appropriate laboratory testing and engineering analyses were performed. The results of this investigation along with my recommendations are to be found in the accompanying report. In summary, it is my opinion that there are no unusual soil or geologic conditions which would preclude or greatly hinder the development of the project. If there are any questions or problems, please feel free to contact me in the future. Respectfully submitted. CLAUDE B. PARKER CBP:pip TABLE OF CONTENTS I. General Information II. Purpose of Investigation III. Field Investigation A. Surface Conditions B. Test Pits C. Subsurface Conditions IV. Tests and Results A. Density Tests B. Direct Shear Test V. Bearing Capacity VI. Conclusions and Redommendations VII. Reference Page 1 1 2 2 2 2 3 3 4 5 3 7 APPENDIX Plot Plan Log of Test Pits Specifications for Construction of Controlled Fills Unified Soil Classification Chart Plate 1 2-5 CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 (714) 746-6182 OVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 PRELIMINARY SOIL INVESTIGATION PROPOSED APARTMENT COMPLEX NW CORNER JEFFERSON AND OAK CARLSBAD, CALIFORNIA II GENERAL INFORMATION A Preliminary Soil Investigation has been completed for the above mentioned site which it is understood will be used for Senior Citizen apartment housing. The complex will contain six two story wood frame structures. The foundations will use reinforced continuous concrete footings with slabs-on-grade. Since the site is essentially level there will be a minimum of grading which will consist of recompaction of the loose upper soil and minor leveling. Parking space will be provided in the northern portion of the site. PURPOSE OF INVESTIGATION The purpose of this investigation is to determine the following: 1 - the existing soil conditions, 2 - the presence and effect of any expansive soil or existing fill, 3 - the allowable soil bearing pressures, 4 - the presence of near surface bedrock or soft compressible soil, 5 - any construction problems that can be anticipated and to make appropriate foundation recommendations. CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 (714) 746-6182 OVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 III. FIELD INVESTIATION A. Surface Conditions The subject site is a retangular shaped yard approximately 140* X 200' whose orientation and dimensions can best be seen on Plate 1 (redrawn from Rick Map J-5654 dated 6-10-80). The site is presently a flat vacant lot covered with weeds and a few small trees. There is a known septic tank as shown on Plate 1 with accompanying leachline. There are no obvious man-made obstacles which would hinder grading. B. Test Pits Seven exploratory test pits were dug with a backhoe on 31 March 1981 at the approximate locations indicated on Plate 1. Samples of the soils excavated were obtained for laboratory analyses. The soils were visually classified by field identificatior procedure in accordance with the Unified Soil Classification. A simplified version of the Unified Soil Classification is included in the Appendix. Continuous logs of the soils encountered in the test pits were recorded in the field. The logs of the test pits shown on Plates 2 to 5 are based on the field logs, on inspection of the samples and on the laboratory test results. C. Subsurface Conditions Geologically the site is situated on a Pleistocene marine sedimentary formation comprised of firm granular material. The soil profile to the depth of interest for this project consists of a foot or so of brown silty sand, topsoil with occassional CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 (714) 746-6182 aviL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 debris which grades firm with depth. The site is underlain by essentially three soil types for engineering purposes which are referred to on the logs and throughout the report as Soil Types 1, 2 and 3. There was no expansive clay encountered during the investigation A thin layer of fill and occassional pockets of trash are found on the surface which will be cleaned up and compacted prior to construction. A review of the literature and field observations indicate no active faults on site and the closest may be an inferred off- shore fault connecting the San Diego fault system with the Newport-Inglewood fault. The closest known active fault is the Elsinore fault some 40 miles to the east. There was no groundwater or hard rock encountered during the investigation. IV. TESTS AND RESULTS A. Density Tests 1 - Laboratory Compaction Tests A laboratory compaction test was made on the main soil, the brown silty sand. Soil Type 1, to determine the maximum dry density and optimum moisture content as specified by ASTM D1557-64T (method A). This test uses the minus #4 sieve soil in a 4 inch diameter 4 inch high cylinderical mold. The sample is formed with a 10 pound hammer falling 18 inches for 25 blows on each of 5 layers CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 (714) 746-6182 CIVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 LABORATORY COMPACTION Location Soil Type Maximum Dry Density (pcf) Optimum Moisture Content (%) Test Pit 1 @ lh 132.0 8.3 2 - Density Tests Moisture contents and densities were determined by direct measurements from paraffin coated undisturbed samples- using the water displacement method. The ratio of field dry density to the laboratory maximum dry density is defined as the relative compaction. These results are presented on the logs. Plates 2 to 5. B. Direct Shear Test A direct shear test was performed on a representative sample of Soil Type 1 for strength parameters in the bearing capacity calculations. Three specimens of Soil Type 1 were prepared by remolding the soil in 2h inch diameter 1 inch high rings to 907o of the maximum dry density at 37o over optimum moisture content. These conditions approximate the recompacted condition. The specimens were loaded with normal loads of .5, 1.0 and 1.5 KSF respectively and sheared to failure in undrained shear. The results follow: CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 (714) 746-6182 CIVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 DIRECT SHEAR TEST Location Soil Type Unit Angle of Apparent Density Internal Cohesion (pcf) Friction(°) (psf) Test Pit 1 @ 1' 132 34 160 V. BEARING CAPACITY The values of internal friction and apparent cohesion derived from the direct shear test was used in the Terzaghi Formula in accordance with the procedure outlined in Ref. 1, Page 222, to compute the allowable bearing capacity. Terzaghi Formual: Bearing Capacity = 2/3cN'^ + ^^f^'q + ^ V^N'^ Assumptions: Depth of Footings, D^ = 1.5 Width of Continuous Footing, B = 1.5 N' , N' s N' = dimensionless parameters found from ^ ^ ^ page 222, Ref. 1. Factor of Safety = 3. ALLOWABLE BEARING CAPACITY Soil Type Soil Description Bearing Capacity (psf) 1 Brown Silty Sand 1973 VI. CONCLUSIONS AND RECOMMENDATIONS 1 - It is recommended that any grading and the preparation of native soil be done in accordance with the enclosed "Speci- CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO, CA 92025 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 (714) 746-6182 CiVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 fications for Construction of Controlled Fills" except if superseded by the following recommendations. Any trash or debris should be hand picked and hauled from the site. 2 - Due to the loose nature of the upper surface soil, it is recommended that this material be excavated and recompacted to at least 90?o of the maximum dry density prior to placing the building foundations or fill. The depth of excavation is in the order of 1 foot. The exact depth of recompaction should be determined by our field technician during grading. The septic tank as indicated on Plate 1 should be removed from the site and the void filled with compacted soil as directed by the soil technician The leachlines may be ground up in place and recompacted. 3 - The theoretical tests and calculations indicate the compacted soil may withstand a uniform bearing capacity of 1973 psf. Experience and good engineering practice, however, would limit this value to 1500 psf. 4 - Drainage should be provided and maintained to prevent water from ponding around the building foundations. 5 - In order to minimize the possibility of damage from settlement or for any other soil related reason, it is recommended that the footings be reinforced with at least two #4 reinforcing rods. Place one rod 3 inches from the top and the other rod 3 inches from the bottom of the footing. Use 6X6/10X10 wire mesh CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 (714) 746-6182 CIVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 in the center of the slabs. 6 - It is recommended that the parking area be compacted to 957o maximum dry density to a depth of at least 10 inches. Proof roll the surface to an unyielding condition with a heavy rubber tired vehicle as verified by the soil technician and then overlay with 3 inches of asphalt. 7 - If soils other than those described in this report are encountered during grading or if imported material is used, additional tests will be required to ascertain their engineering properties. VII. REFERENCE 1 - Terzaghi and Peck, 1967, "Soil Mechanics in Engineering Practice", John Wiley, N.Y. Respectfully submitted, CLAUDE B. PARKER CBP:pip Distribution: 4 Addressee CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 (714) 741-2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 (714) 746-6182 aVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 BUILDING ALLEY ® 0 JEFFERSON ST / // PROPOSED 5U1LD1NJ6S © = TE ST PIT PLATE I rO > < = SEPTIC TANK TEST PIT LOCATION PROPOSED APARTMENT COMPLEX for RICK ENGI NEERING CO. CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 740 METCALF. STE. 7 • ESCONDIDO. CA 92025 (714) 741 2592 HOME 1922 HOWE PL. • ESCONDIDO. CA 92025 CIVIL ENGINEER #18.987 GEOLOGIST #512 CERT ENG. GEOLOGIST #922 m LOG OF BORING * DEPTH IN FEET SAMPLE BDRINrt hin ^ ELPVATinW SAMPLING harkhoP METHnn DacKnoe SOIL CLASSIFICATION •lELD MOISTURE % Diy Weight) DRY DENSITY (pcO 1 RELATIVE COMPACTION (%) SOIL CLASSIFICATION DRY DENSITY (pcO 1 RELATIVE COMPACTION (%) 4" tODSoii, asphalt, brick, aeons 1 - 2 - A Brown Silty Sand (leachline 1 to 2^' below surface clay pipe with crushed rock) 7.0 119.6 90.6 3 -firm SM 4 -A no bedding or structure 7.0 119.J 90.7 5 - T,-^^._ STl 6 - A = undisturbed sample - — • = disturbed sample Date: 31 March 81 Jefferson Senior Apts. Job No. 81-417P By: CBP Jefferson & Oak, Carlsbad Plate No. 2 OFFICE HOME 740 METCALF STE. 7 (714)741-2592 1922 HOWE PL (714)746^182 CLAUDE B. PARKER GEOTECHNICAL CONSULTANT ESCONDIDO.CA 92025 CIVIL ENGINEER #18.967 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 LOG OF BORING DEPTH IN FEET SAMPLE 2 & BORINR NO ELEVATION SAMPLING backhoe METHOD DacKnoe SOIL CLASSIFICATION FIELD MOISTURE (% Dry Weight) DRY DENSITY (pcf) RELATIVE COMPACTION (%) Test Pit 2 Brown Silty Sand - upper 6" with debri s 1 - A 7.5 117.f 89.0 2 -firm SM 3 - 4 -A 6.4 L19.2 90.3 5 - Test Pit 3 Brown Silty Sand 1 - A 5.8 118.^ 89.6 2 - A firm SM 3 - STl 4 - 5 - A Brown Yellow Silty Sand moderately firm > • ST2 SM 5.3 117.e Date: 31 March 1981 By: CBP Jefferson Senior Apts. Jefferson & Oak, Carlsbad JobNo. 81-417P Plate No. OFFICE HOME 740 METCALF STE. 7 (714)741-2592 1922 HOWE PL (714)746-6182 CLAUDE B. PARKER GEOTECHNICAL CONSULTANT ESCXMDIDO.O 92025 CIVIL ENGINEER #18.967 GEOLOGIST #512 CERT. ENG. GEOLOGIST #922 LOG OF BORING it K. UJ o 5 Q. BORING NO. ELEVATION SAMPLING METHOD TP 4 & 5 backhoe z o g LL CO OJ coo UJ (E CO O) il CO z UJ Q z o m I- LU O (EO Test Pit 4 A Dark Brown Silty Sand - firm ST3 SM 3.6 127.2 2 - 3- A Brown Silty Sand firm 4.2 119.1 90.2 SM STl 5 -A Brown Yellow Silty Sand firm ——— Bottom ST2 SM 6.4 120.9 Test Pit 5 Dark Brown Silty Sand with Trash ST3 SM 1 - 2 - Brown Silty Sand moderately firm SM STl Bottom 4 -(This hole located in small pocket of obvious trash.) Date: 31 March 1981 CBP Jefferson Senior Apts Jefferson & Oak, Carlsbad Job No. 81-417P Plate No. OFFICE HOME 740 METCALF STE. 7 (714) 741-2592 1922 HOWE PL (714)746-6182 CLAUDE B. PARKER GEOTECHNICAL CONSULTANT ESCONDIDO.CA 92025 CIVIL ENGINEER #18.967 GEOLOGIST #512 CERT. ENG GEOLOGIST #922 UJ UJ o UJ I CO LOG OF BORING BORING NO. ELEVATION SAMPLING METHOD TP 6 & 7 backhoe Test Pit 6 < o il 55 O-I coo UJ CE CO O) il Q Q lit. CO Z Ul o z o UJ O CEO Dark Brown Silty Sand with Trash SM 4 - Brown Silty Sand firm NATIVE SM STl - ..Bottom Test Pit 7 1 - 2 - Brown Silty Sand - upper 6 inches with roots - loose - no fill firm SM Bottom STl Date: 31 March 1981 By: CBP Jefferson Senior Apts. Jefferson & Oak, Carlsbad Job No. 81-417P Plate No. OFFICE HOME 740 METCALF STE. 7 (714)741-2592 1922 HOWE PL (714)746-6182 CLAUDE B. PARKER GEOTECHNICAL CONSULTANT ESCONDIDO.CA 92025 CIVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLCXSIST #922 CLAUDE B. PARKER GEOTECHNICALCONSULTANT ^ OFFICE 7^ METCALF STE. 7 (714)741-2592 ESCONDIDO.CA CIVIL ENGINEER #18.987 HOME 1922 Howe PI. 92025 GEOLOGIST #512 (714)746-6182 CERT. ENG. GEOLOGIST #922 SPECIFICATIONS PGR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION: The construction of controlled fills shall consist of adequate preliminary soil investigations, and clearing, removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other u/ork necessary to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. CLEARING AND PREPARATION OF AREAS TG BE FILLED: (a) All fill control projects shall have a preliminary soil investigation or a visual examination, depending upon the nature of the job, by a qual- ified soil engineer prior to grading, (b) All timber, trees, brush, vegetation, and other rubbish shall be re- moved, piled and burned, or otheru/ise disposed of to leave the prepared areas with a finished appearance free from unsightly debris. (c) Any soft, swampy or otherwise unsuitable areas, shall be corrected by cJrainage or removal of compressible material, or both, to the depths in- dicated on the plans or do directed by the soil engineer. (d) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other uneven fea- tures which would tend to prevent uniform compaction by the equipment to be used. (e) No fill shall be placed until the prepared native ground has been approved by the soil engineer. (f) Uihere fills are made on hillsides with slopes greater than 5 (hori- zontal) to 1 (vertical), horizontal benches shall be cut into firm un- disturbed natural ground to provide lateral and vertical stability. The initial bench at tha toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the elevation of the toe stake. The soil engineer shall determine the width and frequency of all suc- ceeding benches which will vary with the soil conditions and the steep- ness of slope. (g) After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than 90% of max- imum density, A.S.T.Ofl. D1557-64T. (h) Expansive soils may require special compaction specifications as directed in the preliminary soil investigation by the soil engineer. (i) The cut portions of building pads in which rock-like material exists may require excawation and recompaction for density compatil ility with the fill as directed by the soil engineer. WATER IALS: The fill soils shall consist of select materials graded so that at least 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excawation, a borrow pit, or by mixing soils from one or morR sources. The material used shall be free from vegetable matter, and other deleterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with unacceptable physical characteristics are encountered, these materials shall disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered during the grading operation luhich were not reported in the preliminary soil invest- igation, further testing will be required to ascertain their engineering properties. Any special treatment recommended in the preliminary or sub- sequent soil reports not covered herein shall become an addendum to these specifications. No material of a perishable, spongy, or otherwise unstable nature shall be used in the fills. PLACING, SPREADING AND CGIYIPACTING FILL IVIATERIAL: (a) The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroiiyhiy blade-mixed during the spreading to insure uniformity of material and moisture in each layer. (b) Uihen the moisture content of the fill material is below that speci- fied by the soil engineer, water shall be added until the moisture con- tent is near optimum as determined by the soil engineer to assure thor- ough bonding during the compacting process. (c) Uihen the moisture content of the fill material is abov/e that speci- fied by the soil engineer, the fill material shall be aerated by blading and scarifying, or other satisfactory methods until the moisture content is near optimum as determined by the soils engineer. (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the specified maximum density in accordance with A.S.T.IYI. D1557-64T. Compaction shall be by means of tamping or ehaepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other types of rollers. Rollers shall be of such design that they will be able to compact the fill to the specifiad density. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. CLAUDE B. PARKER OFFICE HOME GEOTECHNICAL CONSULTANT 740 mete ALF ? (7141741 2592 ESCONDIDO.CA 1922 Hoi^Pl 92025 (7141 7466182 CIVIL ENGINEER #1R,nH7 GEOLOGIST #512 CERT. ENG GEOLOGIST #922 (e) Fill slopes shall be compacted by means of sheupsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accsmplished by backrolling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. (f) Field density tusts shall be made by the soil engineer for approx- imately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet in elevation gain. The soil engineer may take additional tests as considered necessary to check on the uniform- ity of compaction. lilhere sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained, (g) The fill operation shall be continued in six inch (6") compacted layers, as specified above, until the fill has been brought to the fin- ished slopes and grades as shown on the accepted plans. SUPERVISIGN; Superuision by the soil engineer shall be made during the filling and compacting operations so that he can certify that the fill was made in accordance with accepted specifications. The specifications and soil testing of subgrade, subbase, and base materials for roads, or other public property shall be done in accordance with specifications of the governing agency. SEASONAL LIiyilTS; No fill material shall be placed, spread, or rolled during unfavorable weather conditions. Uihen the work is interrupted by heavy rain, grading shall not be resumed until field tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading and disposition will be made at the engineer's discretion. CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFICE 74o metcaLF STf 7 1714) 741-2592 ESCONDIDO.CA HOME 1923 HoM« PI. 92025 (7141 74A.A182 CIVIL ENGINEER #18.987 GEOLOGIST #512 CERT. ENG. GEOLOGIST #932 UNiTIED SOIL CLASSIFICATION cl^RT IDENTIFYING CRITERIA I II, COARSE GRAINED (Wore than 50% #200 sieve) GRAVELS (IVIore than 50^ #4 sieve but smaller than 3 inches) Non Plastic SANDS (IVIore than 50^ smaller than #4 sieve) Non Plastic FINE GRAINED (IVIore than 505^ smaller than #200 sieve) Liquid Limit less than 50 Liquid Limit greater than 50 III. HIGHLY ORGANIC SOILS GROUP SYMBOL GUi GP GfVl GC Slii SP SIYl SC IVIL CL OL IVIH CH OH PT SOIL DESCRIPTION GRAUEL, well graded gravye;!- sand mixture, littlu or no f ines. GRAUEL, puurly qraded grauel- sand mixture, little or no f ines. HRAUEL, SILTY, poorly nr.ided yravel-sand-silt mixtures. GRAUEL, CLAYEY, poorly graded gravel-sand-clay mixture. SAND, well graded, gravelly sands, little or no fines. SAND, poorly graded, gravelly sands, little or no fines. SAND, SILTY, poorly graded sand-silt mixtures, SAND, CLAYEY, poorly graded sand-clay mixtures. SILT, INORGANIC, silt and fine sand, sandy silt or clayey- £.ilt-sand mixtures with slight plasticity. CLAY, INORGANIC, clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. SILT, ORGANIC, silts and or- ganic silt-clays of low plasticity. SILT, INORGANIC, silts micaceous or dictomaceous fine sandy or silty soils, elastic silts, CLAY, INORGANIC, clays of med- ium to high plasticity, fal clays. CLAY, ORGANIC, clays of medium to high plasticitv, PEAT, other highly organic swamp soils* CLAUDE B. PARKER GEOTECHNICAL CONSULTANT OFFIC F HOME 7^n>cTcALf sre? (714)741 2593 ESCONDIDO.CA 1923 How* P» 92025 CIVIL ENGINEER #18.987 GEOLOGIST #S12 CERT ENti (iEOLOGlST #922