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HomeMy WebLinkAboutCDP 96-14; Marja Acres PCS Facility; Coastal Development Permit (CDP) (10)HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY July 17, 1996 Project No. 1519.1 Log No. 2345 J. M. Consulting Group 3530 Camino Del Rio North, Suite 101 San Diego, CA 92108 Attention: Ms. Cheryl M. Hacke Subject: SUPPLEMENTAL RETAINING WALL PARAMETERS Proposed Cox California PCS Station SD154-Marja Acres Carlsbad, California References: 1. "Geotechnical Investigation, Proposed Cox California PCS Station, SD154-Marja Acres, Carlsbad, California," by Hetherington Engineering, Inc., dated February 21, 1996. 2. "Supplemental Geotechnical Investigation, Proposed Cox California PCS Station, SD154- Marja Acres, Carlsbad, California," by Hetherington Engineering, Inc., dated May 14, 1996. Dear Ms. Hacke: In accordance with the request of the project Structural Engineer, we are providing the following supplemental soil parameters for retaining walls at the subject site. Retaining walls free to rotate (cantilevered walls) should be designed for an active pressure of 70 pounds per cubic foot, equivalent fluid pressure, for 1-1/2:1 (horizontal to vertical) sloping backfill consisting of on-site soils derived from the bedrock material or imported granular material. Walls restrained from movement at the top should be designed for an additional uniform soils pressure of 8xH pounds per square foot where H is the height of the wall in feet. Any additional surcharge pressures behind the wall should be added to these values. 5245 Avenida Encinas, Suite G • Carlsbad, CA 92008-4369 • (619) 931-1917 • Fax (619) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (714) 487-9060 • Fax (714) 487-9116 SUPPLEMENTAL RETAINING WALL PARAMETERS Project No. 1519.1 Log No. 2345 July 17, 1996 Page 2 This opportunity to be of service is appreciated. If you should have any questions, please contact Danny Cohen at the Carlsbad office. Sincerely, HETHERINGTQN EN£l. DANNY Civil (expires 3/Geotechnical (expire 3/ MDH;DC/sl cc: Chung Song Prime Structural Engineers 2614 Gianelli Lane Escondido, CA 92025 HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Proposed Cox California PCS Station SDl54-Marja Acres Carlsbad, California HETHERINGTOIM ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY February 21, 1996 Project No. 1519.1 Log No. 2142 J. M. Consulting Group 3430 Camino Del Rio North, Suite 101 San Diego, CA 92108 Attention: Ms. Cheryl M. Hacke Subject: GEOTECHNICAL INVESTIGATION Proposed Cox California PCS Station SD154-Marja Acres Carlsbad, California Dear Ms. Hacke: In accordance with your request, we have performed a geotechnical investigation at the subject site. Our work was performed in February 1996. The purpose of our investigation was to evaluate soil and geologic conditions, and provide grading and foundation recommendations for the proposed antenna and equipment storage area sites. To assist with our investigation, we were provided with a Site Plan, prepared by Gold Coast Surveying. With the above in mind, our scope of work included the following: o Research and review of available pertinent geologic literature, maps, and plans (see References). o Subsurface exploration consisting of two hollow-stem auger borings and two hand-auger borings to obtain soil and bedrock samples and observe subsurface conditions. o Laboratory testing. o Engineering and geologic analyses. o Preparation of this report providing the results of our field and laboratory work, analyses, and our conclusions and recommendations. SITE DESCRIPTION The subject site consists of specified easements which are portions of Marja Acres, an agricultural property located along the south side of El Camino Real, approximately 1/2-mile southeast of Tamarack Avenue, Carlsbad, California (see Location Map, Figure l). 5245 Avenida Encinas, Suite G • Carlsbad, CA 92008-4369 • (619) 931-1917 • Fax (619) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (714) 487-9060 • Fax (714) 487-9116 GEOTECHNICAL INVESTIGATION Project No. 1519.1 Log No. 2142 February 21, 1996 Page 2 Topographically, the site consists generally of relatively level ground and a north facing fill over natural slope which descends approximately 55 feet to a parking lot at the rear of a commercial building. PROPOSED DEVELOPMENT Proposed construction consists of an equipment storage area (BTS) and two separate antenna sites which will support three antennas each. SUBSURFACE EXPLORATION Subsurface conditions were explored by excavating two truck-mounted hollow-stem auger borings to depths of 31 feet and two hand-auger borings to depths of 3 1/2 and 4 feet. The approximate locations of the borings are shown on the attached Plot Plan, Figure 2. The subsurface exploration was supervised by an engineer from this office, who visually classified the soil and bedrock materials, and obtained bulk and undisturbed samples for laboratory testing. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the Boring Logs, Figures 3 through 5. LABORATORY TESTING Laboratory testing was performed on samples obtained during the subsurface exploration. Tests performed consisted of the following: o Dry Density and Moisture Content (ASTM: D 2216) o Expansion Index (ASTM: D 4829) o Direct Shear (ASTM: D 3080) o Particle Size Analysis of Soils (ASTM: D 422) Results of the dry density and moisture content determinations are presented on the Boring Logs, Figures 3 through 5. The remaining laboratory test results are presented on Figure 6 through 9. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1519.1 Log No. 2142 February 21, 1996 Page 3 SOIL AND GEOLOGIC CONDITIONS 1. Geologic Setting The subject site lies within a stretch of coastal hills that are contained within the coastal plain region of northern San Diego County, California. These coastal hills are characterized by numerous marine terraces of Pleistocene age that have been established and deposited above wave-cut platforms of the underlying Eocene bedrock and extend from inland areas of higher elevation and descend generally west- southwest in a "stairstep" fashion down to the present day coastline. The site area is contained within the south- central portion of the USGS San Luis Key 7-1/2 minute quadrangle. The proposed construction site is underlain by surficial soils consisting of undocumented fill soils and colluvium, which are in turn underlain by Pleistocene age terrace deposits and sedimentary bedrock deposits of the Eocene Santiago Formation. Structurally, bedding within the terrace deposits is considered to be essentially massive, while bedding within the Santiago Formation for the general site vicinity reportedly dips around 10 to 15 degrees in a northwest to southwest direction (see References). Active or potentially active fault zones within the general site region include the offshore extension of the Rose Canyon, Coronado Banks, and the inland Elsinore, which are located approximately 6 miles southwest, 21-1/2 miles southwest, and 23 miles northeast from the site respectively. A brief description of the geologic units observed within the site follows. a. Fill Undocumented fill soils within the proposed construction site consist of moist, soft to firm, dark brown silty to slightly sandy clay. The thickness of this material was approximately 4 feet in B-l and the fill is not considered suitable for support of the proposed antennas or equipment storage area in its existing state. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1519.1 Log No. 2142 February 21, 1996 Page 4 b. Colluvium Colluvium, ranging in thickness from approximately 3 feet in B-l to 6 feet in B-2, consists generally of highly expansive, very moist, firm, brown to dark brown silty to sandy clay. The colluvium is not considered suitable for support of the proposed antennas or equipment storage area in its existing state. c. Terrace Deposits Pleistocene age marine and non-marine terrace deposits underlying the colluvium in all the borings consists generally of moist to very moist, medium dense to dense orange brown to gray clayey to silty sands and moist to very moist, firm to stiff, olive gray to orange brown clayey silt and silty clay. The geologic contact between the terrace deposits and underlying Santiago Formation appears to be at an elevation of approximately 87 to 88 feet above MSL. d. Santiago Formation Sedimentary bedrock deposits of the Eocene Santiago Formation encountered beneath the site consist generally of moist, medium dense to dense and stiff, olive gray to olive green to orange brown sandstone, siltstone, and claystone. 3. Groundwater No groundwater was observed in the borings during our investigation. It should be noted, however, that fluctuations in the amount and level of groundwater may occur due to variations in rainfall, irrigation, and other factors which may not have been evident at the time of our field investigation. SEISMICITY The site is within the seismically active southern California region. There are, however, no known active or potentially active faults located within or adjacent to the site. Active and potentially active fault zones within the general site region include the offshore extension of the Rose Canyon, offshore Coronado Banks, and the Elsinore, which are located approximately 6 miles southwest, 21-1/2 miles southwest, and 23 miles northeast HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1519.1 Log No. 2142 February 21, 1996 Page 5 from the site respectively. Strong ground motion could also be expected from earthquakes occurring along the San Jacinto and San Andreas fault zones which lie northeast of the site at distances of approximately 47 miles and 70 miles, respectively. The San Clemente fault, which lies approximately 59-1/2 miles southwest of the site, as well as numerous other offshore faults, could also cause strong ground motion. Seismic risks on-site are limited to ground shaking during seismic events on active faults in the region. The following table lists the known active or potentially active faults which would have the greatest impact on the site. Maximum Probable Earthquake Estimate Bedrock Acceleration Fault (Moment Magnitude) Peak Repeatable Rose Canyon 6.5 0.40g 0.26g (6 miles SW) Coronado Banks 6.0 O.lOg O.lOg (21-1/2 miles SW) Elsinore 7.0 0.20g 0.20g (23 miles NE) SEISMIC EFFECTS 1. Ground Acceleration The most significant probable earthquake to effect the site, would be a 6.5 magnitude earthquake on the Rose Canyon fault. Potentially, repeatable horizontal ground accelerations on the order of 0.26g are possible with a duration of strong ground motion exceeding 25 seconds. Peak (instantaneous) accelerations would be higher. 2. Liquefaction Liquefaction is not a potential site hazard due to the dense underlying bedrock and lack of shallow groundwater. 3. Landsliding Seismically induced landsliding is not considered a site hazard. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1519.1 Log No. 2142 February 21, 1996 Page 6 4. Tsunamis Due to the relatively high elevation of the site and the distance of the site inland from the shoreline, seismically generated ocean waves are not considered a site hazard. CONCLUSIONS AND RECOMMENDATIONS 1. General The proposed development is feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate geotechnical features of the site. 2. Slope Stability No geologic conditions are known which would adversely affect gross slope stability. Slope stability analysis indicates a factor of safety of at least 1.5 for gross slope stability. The upper approximately 3 feet of the natural slope in the area of the proposed antennas is considered surficially unstable. Foundation recommendations will mitigate the possible adverse affects of surficial slope instability. 3. Site Grading Prior to grading, the site should be cleared of existing debris and stripped of vegetation. The resulting debris should be disposed of off-site. Any underground structures or tanks should be removed in accordance with local regulations. Holes resulting from the removal of buried obstructions, which extend below finished site grades, should be replaced with compacted fill. Fill should be compacted by mechanical means in uniform horizontal lifts of 6 to 8-inches in thickness. All fill should be compacted to a minimum relative compaction of 90 percent based upon ASTM: D 1557-91A. Soils used as compacted fill should be placed at about optimum moisture content. Rock fragments over 6-inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be observed and tested as necessary by the Geotechnical Engineer. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1519.1 Log No. 2142 February 21, 1996 Page 7 4. Foundation Recommendations a. Equipment Storage Area The proposed site for the equipment storage area is not suitable to support the structure in its present condition due to the existence of undocumented fill soils and colluvium. The existing fill slope evidences tension cracking along the top of the slope. Two alternates are presented to construct the proposed equipment storage area at this location. Alternative A: Remove and recompact the existing undocumented fill soils and colluvium. Removals should extend down to the underlying terrace deposits and should extend to at least 5 feet outside the limits of the proposed equipment storage area. Fill should be placed in accordance with the site grading recommendations. Removals on the order of 6 to 8 feet below existing grade are anticipated. Actual removal depths should be determined by the Geotechnical Engineer based on conditions exposed during grading. If Alternative A is utilized, foundations in the equipment storage area may consist of conventional continuous footings founded at least 24 inches into compacted fill. Continuous footings should be at least 12 inches wide and reinforced with a minimum of 2 - #5 bars top and bottom. Footings located on or adjacent to slopes.should be extended to sufficient depth to provide at least 10 feet of horizontal distance between the footing and the slope face. Footings bearing as recommended may be designed for a dead plus live load bearing value of 2,000 pounds per square foot. This value may be increased by one-third for loads including wind or seismic forces. A lateral bearing value of 200 pounds per square foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.35 may be assumed. These values assume that footings will be poured neat against the foundation soils. Footing excavations should be observed by the Geotechnical Engineer to verify that they are founded in suitable bearing materials. Slabs-on-grade should be 6-inches thick and reinforced with a minimum of #4 bars placed on 12-inch centers in both directions and the reinforcement should be doweled HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1519.1 Log No. 2142 February 21, 1996 Page 8 into the footings. Reinforcement bars should be placed on chairs so that they are at mid-point of slab. Additional footing and slab reinforcement may be required by the Structural Engineer. Alternative B: The equipment storage area may be founded on drilled piers designed by the Structural Engineer in accordance with the recommendations that follow for the antenna foundations. b. Antennas The antennas located on the slope should be supported on drilled piers founded in the underlying terrace deposits/ bedrock. The drilled piers should be designed to resist lateral earth loads of 65 pounds per cubic foot (equivalent fluid pressure) in the upper 4 feet for the antennas and 8 feet for the equipment storage structure (Alternate B) . Lateral loads should be applied over three pier diameters. Lateral loads may be resisted by a passive pressure of 200 pounds per square foot per foot of depth in terrace deposits/bedrock. The passive pressure may be calculated over two pier diameters. Drilled piers should extend at least 5 feet into the terrace deposits/bedrock and have a minimum diameter of 24-inches. Drilled piers may be designed for a dead plus live load end bearing capacity of 4000 pounds per square foot. A skin friction value of 200 pounds per square foot may be assumed in terrace deposits/bedrock. Foundation excavations should be observed by the Geotechnical Engineer prior to placement of reinforcement and concrete. 4. Grading and Foundation Plan Review Final grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommen- dations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during HETHERINGTOIM ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1519.1 Log No. 2142 February 21, 1996 Page 9 our exploration are observed or appear to be present in excavations, the Geotechnical Engineer should be promptly notified for review and reconsideration of recommendations. This opportunity to be of service is sincerely appreciated. If you have any questions, please call Danny Cohen at the Carlsbad office. Sincerely, HETHERING , INC. (expire 3/31/96 Cohen 1 Engineer 4 xpires 3/31/91 MDH;DC;BAB/sl andon A. Boka egistered Geologist Certified Engineerin (expires 3/31 HETHERINGTON ENGINEERING, INC. REFERENCES Aerial Photographs, Flight GS-VBTA, photos 143 and 144, May 3, 1967. City of Carlsbad, Geologic and Seismic Safety Element, dated March 1975. Eisenberg, Leonard I., 1983, Pleistocene Faults and marine terraces, Northern San Diego County, In "On the Manner of Deposition of the Eocene Strata in Northern San Diego County," San Diego Association of Geologists, Edited by Patrick L. Abbott, 1985. Jennings, C.W. 1992, Preliminary Fault Activity Map of California, California Division of Mines and Geology Open-File Report 92-03. Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan Area, California, Section A (Western San Diego Metropolitan Area), California Division of Mines and Geology, Bulletin 200. Ploessel and Slossen, 1974, Repeatable High Ground Accelerations from Earthquakes, EERI Nomograph. Seed and Idriss, 1982, Ground Motion and Soil Liquefaction During Earthquakes, EERI Nomograph. Weber, Harold F., Jr., 1982, Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California, California Divisions of Mines and Geology, Open-File Report 82-12LA. HETHERIN6TON ENGINEERING, INC. L BASE MAP: C.D.M.G. SAN LUIS REY 7-1/2 MINUTE QUADRANGLE NORTH SCALE: 1'=2000' LOCATION MAP HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS JMCG/COX-SD 154 Marja Acres, Carlsbad PROJECT NO. 1519.1 J FIGURE NO.1 POSITION B (ON BANK) EL-87.3' POSITION A (RD EDGE) EL-105.2' "°*TH LEGEND APPROXIMATE LOCATION OF BORING B-4 APPROXIMATE SCALE: 1'=30' PLOT PLAN HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS JMCG/COX-SD 154 Marja Acres, Carlsbad PROJECT NO. 1519.1 I FIGURE NO.2 DRILLING COMPANY: F & C Drilling RIG: B-61 DATE: 2/15/96 BORING DIAMETER: 8" DRIVE WEIGHT: 140 IbS. DROP: 30" ELEVATION: 105 t j DEPTH (FEET)u.u .0 10.0— 15.0— 20.0— 25.0— 30.0 — op n BULK SAMPLEDRIVE SAMPLEBLOWS/6 "X, • 32 xU 25 H 44 • 34 • 38LD • 44 • 52 I 41 • 57 • 41 N49 I DRY DENSITY(pcf)106 99 107 98 88 99 105 111 107 102 95 MOISTURECONTENT O/O17.2 25.3 20.7 26.0 33.7 22.7 17.0 14.8 21.0 24.7 26.4 CO ^CO •<C CO do' ri°i 83 CL CL BORING NO. B-1 SOIL DESCRIPTION FILL: Dark to firm @ 3': be brown silty and slightly sandy clay, moist, soft comes firm CQLLUVIUM: Brown silty to sandy clay, very moist, firm TERRACE DEPOSITS: Oranae brown sliahtlv clayey medium to coarse sand, moist, medium dense Gray to gray brown silty and sandy clay with some caliche veins, moist to very moist, firm to stiff @8.5': Olive gray to gray brown silty fine sand / Mottled olive gray and orange brown clayey silt and silty clay with scattered caliche blebs, very moist, firm to stiff @13': Some slight porosity Orange brown to gray silty fine sand, moist, dense BEDROCKfSantlago Formation): Gray to orange brown clayey and silty fine sandstone, moist, medium dense to dense Olive grt siltstone hard car @ 24': Z clayey s ly with some orange brown clayey and fine sandy moist to very moist, stiff, scattered inclusions Donate ones of brown gray clay and orange and gray slightly and, moist, firm and dense, some porosity Olive green with some orange brown silty claystone, moist to very moist, stiff, fractured @25': Scattered inclusions of hard carbonate Total Depth = 31 Feet No Groundwater No Caving ou.U - BORING LOG HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS JMCG/COX-SD154 Marja Acres, Carlsbad PROJECT NO. 1519.1 FIGURE NO. 3 DRILLING COMPANY: F & C Drilling RIG: B-61 DATE: 2/15/96 BORING DIAMETER: 8" DRIVE WEIGHT: 140 IbS. DROP: 30" ELEVATION: 101 +I DEPTH (FEET)u.u .0 10.0 15.0— 20.0— 25.0— JO.O IK n BULK SAMPLExj XI UKJ.Vt £>Hnri_tBLOWS/6"1 24 1 21 • 44 XB 38 1 x ou.U 1 36 | 38 1 46 I 58 1 45 I 61 |DRY DENSITY(pcf)109 92 122 114 103 108 104 97 101 110 MOISTURECONTENT (*)18.7 28.3 8.3 12.4 9.1 20.6 21.2 27.2 24.0 10.4 CO ~ CO •<C COdo _l COH -0 Z>CO ^ CL BORING NO. B-2 SOIL DESCRIPTION COLLLMUM: Dark brown to gray brown silty clay, very moist, firm TERRACE DEPOSITS: Light gray fine to coarse sand with some gravel and olive gray slightly clayey to silty fine to medium sand, moist, medium dense, some slight porosity Dark gray to black to brown medium to coarse sand with some gravel, moist, medium dense to dense BEDROCK(Santiaqo Formation): Olive brown to olive gray clayey and silty fine sandstone, moist, medium dense to dense @ 18': Thin lenses of olive gray to white fine to coarse sandstone and silty fine sandstone, moist, medium dense to dense Olive green with some orange brown fine sandy to silty claystone, moist to very moist, stiff, fractured @ 26': lenses of orange brown coarse sand Olive gray with some orange brown silty fine sandstone, moist, dense Total Depth = 31 Feet No Groundwater No Caving — ; BORING LOG JMCG/COX-SD154HETHERINGTON ENGINEERING, INC. Marja Acres, Carlsbad GEOTECHNICAL CONSULTANTS PROJECT NO. 1519.1 FIGURE NO. 4 DRILLING COMPANY:RIG: Hand-Auger DATE: 2/15/96 BORING DIAMETER:3"DRIVE WEIGHT:DROP: UJLUU_ Q. UJQ ~0.0 UJ Q. cn v CD OOu_ to CQ 05 LUQ o:a Oa .X UJ \- UlW (-H ZO OE U in ^en •<c o> u V) SOIL DESCRIPTION BORING NO. B-3 ELEVATION: 93 t CL COLLUVIUM: Dark brown slightly sandy clay to clay, moist, firm 5.0— TERRACE DEPOSITS: Tan brown to orange brown fine to medium sand, moist, dense Total Depth = 4 Feet No Groundwater No Caving 10.0— 15.0- BORING NO. B-4 ELEVATION: 92 t -0.0 — ^^ CL COLLUVIUM: Dark brown slightly sandy clay to clay, moist, firm - TERRACE DEPOSITS' Orannp hrnwn <?anrlv <?ilt tn siltv «;anri moist, firm/dense / Total Depth = 3.5 Feet No Groundwater No Caving - - 15.0- BORING LOG HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS JMCG/COX-SD154 Marja Acres, Carlsbad PROJECT NO. 1519.1 FIGURE NO. EXPANSION (ASTM: D 4829) Sample Location B-l e 1' B-2 6 2' initial Moisture (%) 13.9 11.8 Compacted Dry Density (pcf) 93 102 Final Moisture <%) 34.6 28.5 Volumetric Swell 17.1 13.9 Expansion Index 171 139 Expansion Potential Very High Very High DIRECT SHEAR (ASTM: D 3080) Sample Location B-l @ 6' B-l @ 10' B-2 @ 4' B-2 @ 18' Cohesion (psf) 975 200 100 400 Internal Angle of Friction (') 22 27 27 34 Remarks Undisturbed , consolidated, saturated, drained. Undisturbed, consolidated, saturated, drained. Undisturbed, consolidated, saturated, drained. Undisturbed, consolidated, saturated, drained. Figure 6 Log No. 2142 Project No. 1519.1 100 U.S. STANDARD SIEVE SIZES 3 1-1/2 3/4 3/8 4 8 1620304050 100 200 HYDROMETER 100 1 0.1 GRAIN SIZE (mm) 0.01 100 0.001 COBBLES GRAVEL Coarse Fine SAND Coarse Medium Rne SILT and CLAY SYMBOL O SAMPLE LOCATION B-1 at 1.0 % PASSING NO. 4 SIEVE 100 % PASSING NO. 200 SIEVE 82 % FINER 2 MICRONS 48 UNIFIED SOIL CLASSIFICATION GRADATION TEST RESULTS HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS JMCG/COX-SD154 Marja Acres, Carlsbad PROJECT NO. 1519.1 FIGURE NO. 100 U.S. STANDARD SIEVE SIZES 3 1-1/2 3/4 3/8 4 8 1620304050 100 200 HYDROMETER 100 10 1 0.1 GRAIN SIZE (mm) 0.01 100 10 0.001 COBBLES GRAVEL Coarse Fine SAND Coarse Medium Fine SILT and CLAY SYMBOL O SAMPLE LOCATION B-1 at 4.0 % PASSING NO. 4 SIEVE 100 % PASSING NO. 200 SIEVE 75 - % FINER 2 MICRONS 47 UNIFIED SOIL CLASSIFICATION GRADATION TEST RESULTS HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS JMCG/COX-SD154 Marja Acres, Carlsbad PROJECT NO. 1519.1 FIGURE NO. 8 100 U.S. STANDARD SIEVE SIZES 3 1-1/2 3/4 3/8 4 8 16 20 30 40 50 100 200 HYDROMETER 100 1 0.1 GRAIN SIZE (mm) 0.01 100 0.001 COBBLES GRAVEL Coarse Rne SAND Coarse Medium Rne SILT and CLAY SYMBOL 0 SAMPLE LOCATION B-2 at 4.0 % PASSING NO. 4 SIEVE 100 % PASSING NO. 200 SIEVE 77 % FINER 2 MICRONS 43 UNIFIED SOIL CLASSIFICATION GRADATION TEST RESULTS HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS JMCG/COX-SD154 Marja Acres, Carlsbad PROJECT NO. 1 51 9.1 FIGURE NO. 9