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Home My WebLink AboutCT 81-16; Vista Santa Fe; Soils Report; 1981-04-21, REPORT OF GEOTECHNICAL INVESTIGATION (PHASE I) LA COSTA AREAS SE18 THRU SE21 FOR THE MEISTER COMPANY APRIL 21, 1981 PREPARED FOR: THE MEISTER COMPANY 5100 Campus Drive Newport Beach, California 92660 PREPARED BY: SHEPARDSON ENGINEERING ASSOCIATES, INC. 1083 North Cuyamaca Street El Cajon, California 92020 SSEA OEOTECHNICAL ENOINEERB EHEPARDBON ENOINEERINO ABBOCIATEB INC. 1083 N. CUYAMACA STREET EL CAJON, CA. BOOR0 TILE 448-8830 April 21, 1981 The Meister Company 5100 Campus Drive Newport Beach, California 92660 ATTENTION: Mr. Terry Teeple Vice President S.E.A. 110175 SUBJECT: Report of Geotechnical Investigation (Phase I), La Costa Areas SE18 thru SE21, Olivenhain and Ranch0 Santa Fe Roads, Carlsbad, California. Gentlemen: In accordance with your request and our proposal dated March 20, 1981, we have completed the subject investigation and herewith submit our findings, conclusions, and recommendations. We have combined data obtained by previous geotechnical investigations with the results of additional extensive subsurface investigations performed in accordance with our proposal, to formulate the conclusions and recommendations presented herein. It is our opinion that the geotechnical data available will permit efficient preparation of proposed development plans in accordance with the City of Carlsbad, Ordinance No. 8086, and accepted engineering practices. It is our opinion that additional subsurface investigations will be required prior to completion of final grading plans for the subject project. The subject site, consisting of approximately 176 acres, is located as shown on attached Plate No. 1A. The proposed development will consist of single and multi-family residential units, a proposed school site and a commercial area. It is apparent, based on the geotechnical data presented herein, that the subject site contains a significant number of existing landslides. The landslides are founded in the De1 Mar Formation soils which are present below approximately elevation 240 msl. The proposed site grading; as shown in the “Concept Site Plan” presented herein as Plate No. 1, will substantially improve the stability of certain landslide involved soils. In areas where the proposed grading does not result in - - April 21, 1981 -2- S.E.A. 110175 an increase in the factor of safety in excess of 50 percent, ~recommended mitigating measures have been incorporated in this report. The miti- gating measures consist of the installation of stabilizing buttress fills and subsurface drainage systems. The mitigating measures are designed to produce a factor of safety of not less than 1.5 when the pfoposed site grading has been completed. In conclusion, it is our opinion that the subject site is suitable for development in accordance with the above referenced “Concept Site Plan”, providing the recommendations presented in the body of this report are incorporated in the site development. Please do not hesitate to contact the undersigned, if you have any questions regarding the findings, conclusions, or recommendations pre- sented herein. Respectfully submitted, SHEPARDSON ENGINEERING ASSOCIATES, INC. Vice President DES: jgr cc: (41 Submitted (4) Rick Engineering Mr. Bob Ladwig (21 The Planning Center Attn: Mr. Peter Templeton (21 Westec Services, Inc. Attn: Fay Round - TABLE OF CONTENTS - - - -. - - - . - - - -. - - -. - -~ -. -. INTENT . . . . . . . . . . SCOPE . . . . . . . . . . Site Description . . . . . . . Site Geology . . . . . . . . Geologic Units . . . . . . . Geologic Hazards . . . . . . FINDINGS & DISCUSSION . . . . . . General Soil & Geologic Characteristics Alluvial Deposits . . . . . . Liquefaction Potential . . . . . Analyses of Existing Landslides . . Subsurface Drainage Systems . . . CONCLUSIONS & RECOMMENDATIONS . . . Site Preparation. . . . . . . Alluvial Soils . . . . . . Proposed Structural Fill Areas . Preparation of Natural Ground . Site Grading. . . . . . . Transition Lots . . . . Earthwork. . . . . . Canyon Subdrains . . . Mitigating Measures(Landslides1 . Proposed Site Grading . . Stabilizing . . . . Mitigating Measures(Site Grading) Landslide Debris Recompaction. . Cut-Off Drains . . . . . . Foundation Design Criteria. . . Foundation Condition A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page No. 1 1 . 2 . 3 . 3 . 4 . 5 . 5 . 7 . 7 . 8 . 9 10 10 10 11 . 11 12 12 12 12 12 13 13 . 14 15 . 16 . 16 . 16 - _- -. - - .- - - -~ TABLE OF CONTENTS (CONTINUED) Foundation Condition B . . Foundation Condition C . . Foundation Condition D . . Slope Stability . . . . . . Slope Protection . . . . . . Earth Retaining Structures. . . Allowable Passive Pressure . Active Soil Pressure . . . FIELD EXPLORATIONS . . . . . . LABORATORY TESTING . . . . . . INVESTIGATION LIMITATIONS . . . . . ATTACHMENTS VICINITY MAP ......... SITE PLAN .......... BORING LOGS ......... LABORATORY TEST RESULTS ..... CROSS SECTIONS ........ Benton Engineering Boring Logs; GeoSoils, Inc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Boring Logs, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Consolidation Data; Shepardson Engineering Associates, Inc. Preliminary Calculations; Recommended Grading Specifications: General Provisions, Special Provisions; Unified Soils Classification Chart . . . . . . . . . . . . . Page No. 17 19 . 20 . 22 . 22 . 22 22 23 . 23 . 24 24 Plate No. 1A 1 2-32 33-38 . 39-43 . Appendicies - - - .- - -. - - - - - REPORT OF GEOTECHNICAL INVESTIGATION (PHASE I) . LA COSTA AREAS SE18 THRU SE21 FOR THE MEISTER COMPANY APRIL 21, 1981 INTENT The intent of this investigation- was to compile sufficient geotechnical data pertaining to the subject site to permit proper analysis of the proposed “Concept Site Plan” and to provide design criteria for prep- aration of preliminary grading plans for the proposed development. It was further our intent to incorporate in our recommendations, pertinent sections of the City of Carlsbad Grading Ordinance 8086, in addition to those recommendations intended to mitigate potentially adverse gec- technical conditions. SCOPE The scope of our investigation, completed as of this date, has consisted of the following: 1. The extension of 15 large diameter test borings at the locations shown on the attached Plate No. 1. The soils encountered in these borings were logged by “downhole” inspections by our Engineering Geologist. Representative soil samples obtained from the borings were returned to our laboratory for physical testing. - - - - _- - - -_ - - - - - - -. -~ April 21, 1981 -2- S.E.A. 110175, 2. Laboratory tests were performed on representative samples of the soils encountered in accordance with applicable A.S.T.M. - procedures. Residual shear tests were performed on soils encountered in the area of existing slide planes. 3. Additional geotechnical data was compiled from reports prepared by: Benton Engineering, Inc. Project Nos. 72-82BC 73-3-1lBC 75-l-20BC 75-IO-9BC GeoSoils, Inc. Project W.O. 810-OC. We have compiled the data obtained from the above described scope within the body of this report, or the attached appendices. Site Description The subject property is an irregular shaped parcel of land located immediately east of the intersection of Rancho Santa Fe Road andoliven- hain Road in the southeast corner of the City of Carlsbad. The site is characterized by grass covered, gently rolling hills with prominent flat bottom drainages paralleling along the northwest and southeast boundaries. Elevations on site range from a low of approxi- mately 75 msl in the southwest corner to a high of approximately 282 msl at the top of the highest hill in the eastern central portion of the site. Numerous subtle topographic benches are present along the hillsides paralleling the major drainages within the project. - - - _ _.- -_ - __ - .- - _. - - April 21, 1981 -3- S.E.A. 110175 At present, the property is used solely for livestock grazing, however, there is evidence that it was cultivated in the past. No prior grading has taken place on the site, and there are no man-made structures other than fences and livestock pens within the limits of the propert;. An existing power line runs along the southern boundary of the property. Site Geology Geologic Units The project site is underlain by four mappable geologic units. These units consist of the De1 Mar Formation, Torrey Sandstone Formation, landslide debris and alluvium. The oldest of these units is the De1 Mar Formation of Eocene age. This formation is characterized by greenish-gray and blueish-gray, mud- stones, claystones and siltstones, which often contain considerable sand grains. The bedding is nearly flat lying at this location. The upper portions of the De1 Mar Formation are interfingered with the overlying Torrey Sandstone resulting in a series of interbedded sandstones and mudstones near the contact between the two units. The Torrey Sandstone is also of Eocene age and conformably overlies, and is interfingered with, the De1 Mar Formation. The Torrey Sandstone is buff to tan in color with considerable red-brown iron staining. It consists of partially cemented sandstone, which ranges from fine to coarse grain in texture. Generally, the Torrey Sandstone is encountered above elevation approximately 240 feet msl within this project. Character- istically, the Torrey Sandstone exhibits considerable cross bedding. Our investigation revealed the presence of numerous existing ancient landslides occupying the . major portions of the steeper natural slopes within this project. These landslides have originated along weak mud- stone or claystone beds within the De1 Mar Formation and can best be - - - .~. - _. - - -_ -. - April 21, 1981 : i -L- S.E.A. 110175, described as a combination of bedding plane glide and rotational type of landslides. The presence of these landslides is defined by subtle topographic benches at various elevations along the slopes, and generally hummocky topography downslope of these benches. O& test borings have confirmed the presence of existing shear zones and slide planes beneath these topographic features. The last, and apparently most recent, geologic unit encountered within the project is Quaternary age alluvial material deposited by waters flowing along the major drainages. Test borings within this alluvium indicate that it is generally clayey in nature and may be in excess of 28 feet in depth at some locations. At the time of our investigation, these alluvial materials appeared to be at or near saturation. There was evidence of a perched water table near, or just below, the ground surface within the alluvial areas. Geologic Hazards As was discussed above, the claystones and mudstones of the De1 Mar Formation are susceptible to landslide activity. Existing landslides within the project will require detailed analyses to determine that the proposed grading and/or appropriate mitigating measures will adequately stabilize the existing slide materials. Additional analyses will be required for the design of cut and fill slopes which involve De1 Mar Formation materials. Although no faults are evident within the project area, inactive faults have been encountered within nearby projects and it is conceivable that inactive faults may be encountered during the grading for this project. It ia our opinion, based on existing geologic data. that the faults in the general area do not pose a seismic threat and will not be a significant factor in the development of this project. It is our opinion that the nearest source for a major earthquake, which would affect this area, would be the Elsinore or San Jacinto Fault Zones - - ,-,. -. -. - _- _ - .- - - ~. - -. April 21, 1981 -5- S.E.A. 110175. which Yie approximately 25 and 35 miles, respectively, to the northeast. In our opinion, the Elsinore and San Jacinto Fault Zones are capable of producing maximum probable earthquakes on the order of 7.0 and 7.8, . respectively. Such events could result in bedrock accelerations of approximately 0.16 g. Due to the clayey dense nature of the existing alluvium within this project, is does not appear that liquefaction, in the event of a major earthquake, would be a potential hazard. Expansive soils will be encountered in numerous areas of this project where mudstones and claystones of the De1 Mar Formation are exposed. Special grading techniques or structural designs will be required to mitigate the potential expansion of these soils. FlNDlNGS & DISCUSSION General Soil & Geologic Characteristics A review of the previous test borings and our recent test borings indicate that the entire area of the project site contains a clayey topsoil deposit ranging in thickness from 1 to approximately 5 feet. Even the areas underlain by high quality sandstone have developed an expansive, clayey topsoil profile which ranges in thickness from 1 to 3 feet. Areas underlain by mu~dstone generally contain 3 to 5 feet of relatively soft topsoil materials. A review of me limited number of borings placed within the slope areas outside of existing landslides, indicates that there is a very limited thickness of colluvial materials on these slopes. Compressible colluvial materials which will require removal during keying procedures, as part of the grading operation; can generally be considered not to exceed 5 feet in thickness. Based on topographic expression, it appears that the extreme lower portions of the existing slopes, as they transition into - - .- - .~ .-~ - __ .~ - - .- - - - April 21, 1981 S.E.A. 110175 alluvial areas, may possess significant deposits of colluvial materials, however, the scope of this phase of our investigation did not include test borings in these transition areas. . Highly disturbed, potentially compressible material within existing land- slide areas appears to be limited to. the upper 10 to 15 feet of material near the heads of the slides. In many cases, relatively little disturb- ance was observed in the landslide materials immediately below the overlying topsoil zone. No deep slide graben deposits were observed although it should be noted that, the heads of these ancient landslides have not, at this time, been thoroughly investigated for slide graben deposits. Excavations within the Torrey Sandstone Formation above approximately elevation 240 to 245 should encounter fine to medium grained, silty to cohesionless sand which is non-expansive and possesses excellent strength characteristics. This, of course, does not include the thin clayey topsoil cover which was previously described. Deposits of the Torrey Sandstone can generally be recognized by their yellowish tan to orange color as opposed to dark gray to gray, extremely fine dense sandstones which are encountered in the underlying De1 Mar Formation. In the transition zone between the Torrey Sandstone and the underlying De1 Mar Formation around elevation 240, sandstone interbeds approxi- mately 5 to 6 feet in thickness may be encountered within the mudstones of the De1 Mar Formation. For purposes of estimating and preliminary design, we recommend that these deposits of Torrey Sandstone within the De1 Mar Formation be considered as lenses of limited area1 extent. Sufficient data is not available, at this time, to adequately evaluate the. continuity of these sandstone interbeds. The mudstones and siltstones within the De1 Mar Formation can be considered highly expansive and over-consolidated. Many of the beds observed in the test borings exhibited considerable fracturing with slickensided surfaces. Such features scan detrimentally affect cut slopes constructed in these materials. - -- - .- - _~ - -. .- _.. - -~ - -. April 21, 1981 -7- S.E:A. 110175, Alluvial’ Deposits The alluvial materials on-site have been investigated by Benton . Engineering and GeoSoils, Inc. Their findings indicate that these materials are generally of a sandy clay to clayey sand composition with scattered cobbles throughout. The results of consolidation tests performed during the above referenced investigations do not indicate excessive settlement, under the anticipated embankment loads. It is our opinion, as discussed with your representatives, that Phase II of this investigation will require the retrieval and analysis of additional samples from the alluvial soils to permit a detailed analysis of the anticipated magnitude and rate of consolidation. In the event the detailed analysis indicates that the time required to produce adequate consolidation of the alluvial soils does not coincide with the proposed development schedule, the use of surcharge fills and/or vertical sand drains can be utilized to accelerate the consolidation process. We have included, hereinafter, recommendations for the preparation of alluvial soils to receive. the proposed fills. The preparation, i.e. removal and recompaction, of the alluvial soils will be required above the existing groundwater elevation, which may vary from the surface to approximately 10 feet below existing grade in the alluvial areas. The preparation of alluvial soils for some heights above the groundwater elevation will be required, regardless of the anticipated time rate settlement. Liquefaction Potential Based on the results of investigations, completed as of this date, in the alluvial soils, it appears that the clayey sands and sandy clays are classified as medium dense and stiff, respectively. In consideration of the additional densification, which will occur as the result of the imposed embankment loads, and the characteristics of the soils encountered in the previous investigations, it is our opinion that ~the potential for liquefaction, resulting from dynamic, i.e; seismic loading, - - - - ..- - - - - _- -. - -. -, _ I / i April 21, 1981 -8- S.E.A. 110175 is verq low. As indicated hereinabove, this condition will be analyzed in more detail during completion of Phase 11 of our investigation. Analyses of Existing Landslides . The method of analysis of the stability of the existing landslide areas is, with specific intent, considered conservative. It is our standard procedure to evaluate the stability of existing landslides, as well as proposed mitigating measures to improve stability, based on two generally accepted methods. The first method consists of analysing the existing landslide configuration to determine the approximate shear strength characteristics required to produce a factor of safety of 1.0. The second procedure is to utilise the results of laboratory test data to calculate the apparent factor of safety that exists within the landslide mass under the current and proposed configuration. In consideration of the limited time available to complete our analyses and report, procedure #2, described above, was utilised as a check of the shear strength characteristics which were determined by a mathe- matical analysis of each slide mass. The mathematical analyses were based on an assumed factor of safety of 1.0. Obviously, the existing landslides currently possess a factor of safety greater than 1.0 or reactivation of the landslide masses would have occurred during, or subsequent to, the abnormally heavy rainfall of recent years. Therefore, the calculated shear strength characteristics reflect a lower angle of internal friction than that which currently exists. This condition has been confirmed by comparison between the laboratory test results presented on attached Plate No. 33 and the calculations presented herein as Appendix C. The laboratory test results indicate residual angles of internal friction of go to 13’ and the calculated angles of internal friction’ are in the order of 7O to go. Laboratory shear tests indicate varying degrees of cohesion within the slide plane soils. Although we are aware that some cohesion is present - - - _.. . . -. -. ._ -. - -. .~~. - - - - ..,.. _~ - April 21, 1981 -9- S.E.A. 110175 in the ‘slide plane soils, it is. our opinion that the inclusion of this soil characteristic in these preliminary calculations might give an indication of false stability and would not serve your best interest. We do anticipate that a value representing cohesion will be utilized in the detailed analysis performed under Phase II of our investigation. The above described analytical procedure also provides us with an indication of the accuracy with which we have plotted the cross-section configuration of each slide. The configuration of each slide area is based, at this time, on the extension of one test boring along each cross-section and the topographic features which are indicative of the head and toe of the landslide. It is apparent that the assumed cross-section of each landslide mass as shown on attached Plate Nos. 39 thru 42, inclusive, is relatively accurate as evidenced by the angle of internal friction derived from procedure No. 1 described above. The only exception is M-M shown on Plate No. 41. A review of the calculations presented in Appendix C indicates that the cross-section M-M config- uration resulted in a calculated angle of internal friction of 4.8’ indicating the assumed configuration is extremely stable. It is apparent that additional subsurface investigations, to be performed under Phase II of our investigation in the area of landslide No. 12, will be required to more accurately delineate Subsurface Drainage Systems the slide plane configuration. The soil moisture conditions prevalent at the time of our investigation did not indicate the presence of extensive subsurface seepage conditions. Boring No. 8: extended in Landslide No. 9, was the only major exception to this condition. The absence of significant subsurface seepage through- out the major portion of the site is, in our opinion, the result of relatively impermeable surface soils. Obviously, the proposed site grading will remove the’ less permeable topsoil strata and produce a condition which may be condusive to the infiltration of surface water. We have, therefore, included in our recommendations, the installation of extensive subsurface drainage systems in virtually all areas of the - - April 21, 1981 -IO- S.E.A. 110175 - - - - -. existing landslides. In accordance with the Carlsbad Ordinance Section 11.06.100(3)(B), we have also included recommendations for the instal- lation of subdrains in all canyon fill areas. Reference is made to the installation of “cut-off drains” as shown on attached Plate Nos. 39 thru 42. The utilization of a cut-off drain and recompaction of native soils in those areas where existing slide scarps encounter proposed finish grade are intended to mitigate two potentially adverse conditions. The recommended removal and recompaction is, in our opinion, potentially conservative due to the absence of apparent slide graben areas as indicated by previous investigations of the subject site. The installation of the proposed cutoff drains is, in our opinion, necessary to reduce the potential for infiltration of surface water into the slide plane areas. CONCLUSIONS & RECOMMMENDATIONS -- Site Preparation Alluvial Soils: In consideration of the existing density and related settlement characteristics of the alluvial soils located above existing groundwater elevation, we recommend that these soils be removed, cleaned of all deleterious material, and recompacted in accordance with the Recommended Grading Specifications as “structural fills”. The alluvial soils should be removed to the depth required to comply with one of the following three conditions: 1) Uniformily dense alluvial soils which possess a density equal to or not less than 85 percent of maximum dry density. 2) To a depth which is not more than 3 feet feet above static . groundwater elevation. 3) A depth of approximately 6 feet below existing grade. (Note: the approximate maximum depth of alluvial removal is based, on the - April 21, 1981 -ll- S.E.A. 110175 .- ,- -. - -. -. - - - - - data available at this time. This depth may be increased in localized areas, based on additional test borings and/or test trenches extended prior to and during site grading). The limits of the alluvial removal and recompaction will apply to all areas which are intended to receive structures and/or structural fills in the major drainage courses and tributary canyons. The removal and recompaction of alluvial soils in the major drainage course adjacent to Ranch0 Santa Fe Road should extend a minimum distance of 10 feet outside the proposed toe of the structural fills. For purposes of preliminary construction cost estimates, we recommend that an average depth of 4 feet of alluvial removal and recompaction throughout all areas designated as “Qal”, as shown on attached Plate No 1, be utilized. Proposed Structural Fill Areas: In consideration of the marginal density encountered in the colluvial deposits, which overlie the majority of the site, we recommend that the colluvial soils be removed to firm natural ground and replaced as structural fills in accordance with the attached Grading Specifications. Firm natural ground is defined as soil which possesses an in situ density equal to, or greater than, 85 percent of its maximum dry density. For preliminary construction cost estimates, we recommend that an average depth of 2.5 feet of removal and recompaction within the proposed structural fill areas be utilized. It must be noted that localized areas of deeper removal may be required. Preparation of Natural Ground: Subsequent to the removal of alluvial and/or colluvial soils, as described above, we recommend that the natural ground areas, intended to receive structural fills, be scarified to a depth of not less than 12 inches and compacted to not less than 90 percent of maximum dry density at approximately optimum moisture content. - - - _- - -~ ..- - -- - - -. April 21, 1981 Site Grading -12- S.E.A. 110175 Transition Lots: Foundations supported partially on cut and partially on fill are not recommended. The tendency of cut and fill soils to compress differently will probably result in unequal structural support and consequential cracking. Therefore, in transition areas, we recommend that the entire area be undercut and be replaced with soils compacted to a minimum of 90 percent. The undercutting should be carried to a depth of two feet below the base of the deepest footing. Earthwork: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. Utility trench backfill within 5 feet of the proposed structure and beneath asphalt pavement should be compacted to a minimum of 90 percent. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method 1557-70T, Method A or C. Canyon Subdrains: The approximate location of anticipated canyon sub- drains is shown on attached Plate No. 1. The canyon subdrains should be constructed in accordance with the detail shown on attached Plate No. 42. The location of the recommended canyon subdrains shown on attached Plate No. 1 should be considered preliminary, to be utilized for estimating purposes. Detailed recommendations will be submitted upon completion of the proposed site grading plans. Mitigating Measures (Landslides) We have discussed hereinabove the two general concepts which will be utilized in mitigation of the potential instability inherent in existing landslide areas. These two concepts are briefly described as follows: -. -, April 21, 1981 -13- S.E.A. 110175. 1. Proposed Site Grading This concept consists of analyzing the stability of a particular landslide mass, utilizing the available data to determine the relative increase in the factor of safety against rejuvenated movement utilizing the topo- graphy which will exist after grading of the proposed project. The results of subsurface investigations, completed as of this date, indicate that the density of the soils within the landslide mass is adequate to support the proposed structures, providing measures are taken to reduce the potential for future lateral movement. It is, therefore, our opinion that this concept is in accordance with accepted standards of practice. The recommendations entitled “Cut-Off Drain Installations” and “Landslide Debris Recompaction”, described hereinafter, must be incorporated in the preliminary grading plans to permit utilization of this concept. 2. Stabilizing Buttress Fills This concept of mitigation is a well accepted procedure for improving the stability of existing landslides. The approximate location, elevation, and configuration of proposed stabilizing buttress fills are presented on attached Plate Nos. 1, 39 thru 42, inclusive. It must be noted that the plan area shown on Plate No. 1 is intended to indicate the approximate location and elevation of the shear key only. Obviously, the proposed - stabilizing buttress fills will encompass a significantly larger area. Due to the location and configuration of the existing landslides and the proposed grading, our recommendations have utilized either a “head buttress” or “toe buttress” based on the conditions prevalent in a specific landslide area. Although we are aware that the utilization of a “head buttress” is generally considered less efficient, it is our opinion that extinuating circumstances in the landslide areas where a “head buttress” was utilized dictated a use of this type of stabilizing buttress fill. - .- -_ .._ .- .- _. _~ _ _. .- _. - April 21, 1981 -14- S.E.A. 110175 A review of attached Plate No. 1 will indicate that stabilizing buttress fills are recommended in Landslide Nos. 1, 3, 6, 8, 10, 12, 14, 15, and 17. Plate Nos. 39 thru 42 present our recommendations for the con- figuration of each buttress fill. Plate No. 42 presents our recommen- dation for the installation of subsurface drainage systems to be installed in each of the stabilizing buttress fills. The discharge for these subsurface drainage systems must connect to a suitable surface or storm drain facility. The stabilizing buttress fills must be constructed from soils derived from the Torrey Sandstone Formation. For purposes of our stability analysis, we have utilized shear strength characteristics representing 39’ angle of internal friction and zero cohesion. A review of the buttress fill cross-sections will indicate that we have utilized a temporary cut slope inclined at one unit horizontal to one unit vertical. Although it is our opinion that the majority of the temporary buttress cuts will possess adequate short-term stability at this inclination, localized areas of construction failures in the temporary cuts should be expected. Mitigating Measures (Site Grading) A review of the boring logs presented herein will indicate that the De1 Mar Formation does contain areas of randomly oriented fractured zones and slickensided conditions in addition to a regional dip, generally oriented in a northwesterly direction. The presence of these conditions will require that detailed inspections of the cut slope areas be performed by an engineering geologist during site grading. The recom- mended mitigating measures, in the event adverse dipping bedding planes or highly fractured soils are encountered in the proposed cut slopes will be the construction of facial buttress fills. These buttress fills will be approximately 20 feet in width and should contain the buttress drain details presented on attached Plate No. 42. For the purpose of preliminary cost estimates, we recommend that the cost of installation of a “facial buttress fill” be included in the cut . . . -~ - .- -. .- .-. .- _~ -. <-- t c- ..~~ April 21, 1981 -15- S.E.A. 110175 portion ‘of the composite slope in the area of section G-G. In addition to the potential for adverse dipping bedding planes in this area, the provision of Carlsbad Ordinance 11.06.100(3)(F) will, in our opinion, dictate the probable need for a facial buttress fill. In consideration of the shear strength characteristics of the prevailing De1 Mar Formation soils and the probability that this geologic formation will be utilized to construct the majority of the proposed fill slopes, we recommend that slope subdrains be installed in all fill slopes in accordance with the details presented on attached Plate Nos. 42 and 43. A review of these details will indicate that a slope drain is recom- mended in all fill slopes which are 25 feet in height or greater. The intent of the slope drain detail is to reduce the potential for the accumulation of hydrostatic pressure in the near surface fill soils. It has been our experience during the recent periods of abnormally heavy rainfall that surface slough type failures do occur in fill slopes constructed at an inclinataion of 2 units horizontal to 1 unit vertical from soils similar to the De1 Mar Formation soils prevalent within the subject site. The presence of expansive soils in the area of the fill slopes will result in a future reduction in in-place density with a corresponding increase in permeability. Therefore, the maintenance of long-term surficial stability for the proposed fill slope will require the installation of one of the three alternatives detailed on attached Plate No. 43. Landslide Debris Recompaction Although the results of investigations, completed as of this date, do not indicate the presence of significantly disturbed zones of slide debris, we do recommend that provisions be incorporated in the preliminary grading plans and cost estimates to provide recompaction of landslide debris at the “head” and “toe” of the existing landslides. A review of the areas recommended for removal and recompaction. as shown on Plate Nos. 39 thru 42, will show that the majority of these areas will be removed April 21, 1981 -16- S.E.A. 110175. .-~ ~~ -. - - .- _- ..- .- - during ‘the installation of “stabilizing buttress fills” or the preparation of alluvial or colluvial deposits to receive structural fills. For purposes of construction cost estimates, we estimate that a volume of earthwork . representing the shaded sections designated on Plate Nos. 39 thru 42, multiplied by the width of the appropriate landslide, will produce a conservative estimate of the additional removal and recompaction required by the recommendation. Cut-Off Drains Subsurface drainage systems which will intercept the flow of surface water which infiltrates the recompacted zones at the head of each landslide should be installed. The recommended location and con- figuration of each subdrain system will be submitted after an additional review of the proposed grading plans and the completion of Phase II of the investigation. For purposes of preliminary cost estimates, we recommend that the subdrain configuration shown on Plate No. 42 for “canyon subdrains” be utilized. Foundation Desi,gn Criteria In consideration of the expansive soils present within the subject site and the potential variation in the quantity of suitable non-expansive soils for capping the proposed structure areas, we recommend that provisions be made to install one of the following four alternative foundation recommendations. A detailed lot by lot survey will be performed upon completion of the site grading with a report submitted which will present the recommended foundation condition classification for each lot. Foundation Condition A: Each lot which receives this foundation classifi- cation designation must possess native soils which are considered non-expansive soils, i.e. expansion of less than 3% when te~sted from an .- _-. “~ ,- ,- - -- .- - ^. - April 21, 1981 -17- S.E.A. 110175 air dried to saturated condition under a surcharge of 150 psf, for a depth of not less than 4.0 feet below proposed finish grade. In the event the structure area, i.e. the level lot pad extending from the front property line to a line which is not more than 15 feet from the rear of the level pad, contains soils which do not comply with the maximum 3% expansion, these soils shall be removed and replaced with non-expansive soils. The non-expansive materials shall not be less than 4.0 feet in depth. This condition can also be applied to fill lots where expansive materials are maintained at least 4.0 feet below a non-expansive cap. Conventional spread footings may be used for foundation condition A and should be founded a minimum of 12 and 18 inches below lowest adjacent grade for 1 and 2 story structures, respectively, and have a minimum width of 12 inches. Spread footings may be designed for an allowable soil bearing pressure of 2,100 and 2,300 psf for 12 and 18 inch deep footings, respectively. Interior slab on-grade should be not less than 4 inches in thickness, underlain by not less than 4 inches of clean sand or crushed rock and completely surrounded by a continuous footing. Foundation Condition B: All lots which receive this foundation classifi- cation will possess expansive soils which exhibit an expansion of not less than 3% nor more than 8% when tested from an air dried to saturated condition under a surcharge load of 150 psf. These soils will be examined for a depth of not less than 4 feet below finish grade. 1. All footings should be founded a minimum of 18 inches below adjacent finish grade and may be designed for an allowable soil bearing pressure of 2,200 psf. Footings should have a minimum width or diameter of 12 inches. 2. Both exterior and interior continuous footings should be reinforced with one #4 bar positioned 3 inches above the bottom of the April 21, 1981 -18- S.E.A. 110175. -~ - - - ~-. -. - - ~_ - footings and one #4 bar positioned one inch clear below finish floor or the cold joint between thee foundation and slab pour. Pier - footings need not be reinforced. 3. Interior slabs should be a minimum of 4 inches in thickness and underlain by a 4 inch blanket of clean sand or crushed rock. Further, interior slabs should be reinforced with 6”x6”-lO/lO welded wire mesh and completely surrounded with a continuous footing. 4. Exterior slabs should be a minimum of 4 inches in thickness and constructed on native soils prepared in accordance with the recommendations presented in item No. 6 shown below. Further, exterior slabs should be provided with weakened plane joints as recommended hereinafter. 5. Weakened plane joints for exterior slabs should be provided for any slab greater than 5 feet in width. Any slabs between 5 and 10 feet should be provided with a longitudinal weakened plane joint at its center line. Slabs exceeding 10 feet in width should be provided with a weakened plane joint located 3 feet inside the exterior perimeter, as indicated on the attached Figure A. Both transverse and longitudinal weakened plane joints should be constructed as detailed on Figure A. 6. Clayey soils should not be allowed to dry before placing concrete. They should be sprinkled, if necessary, to insure that the soils are kept in a very moist condition or at a moisture content exceeding 2% above optimum moisture content. 7. Surface drainage should be directed away from the proposed foundation. 8. Prior to pouring concrete, the foundation excavations should be inspected by a representative of this office to insure that the above recommendations have been followed. -. - -~ - - April 21, 1981 -19- S.E.A. 110175. Foundation Condition C: All lots which receive this foundation condition classification will contain expansive soils which exhibit an expansion of not less than 8%, nor more than 12%, when tested from an air dried to saturated condition under a surcharge load of 150 psf. These soil’s will be examined for a depth of 4 feet below finish grade. 1. All footings should be founded a minimum of 18 inches below adjacent finish grade and may be designed for an allowable soil bearing pressure of 2,000 psf. Footings should have a minimum width or diameter of 12 inches. 2. Both exterior and interior continuous footings should be reinforced with two #4 bars positioned 3 inches above the bottom of the footings and two #4 bars positioned one inch clear below finish floor or below the cold joint below the foundation and slab pour. Pier footings need not be reinforced, although exterior piers should extend not less than 3 feet below adjacent grade. 3. Interior slabs should be a minimum of 4 inches in thickness and underlain by a 6 inch blanket of crushed rock. Further, interior slabs should be reinforced with 6”x6”-lo/IO welded wire mesh and completely surrounded with a continuous footing. - - - -~ - 4. Exterior slabs should be a minimum of 4 inches in thickness and constructed on native soils prepared in accordance with the recommendations presented in item No. 6 shown below. Further, exterior slabs should be provided with weakened plane joints as recommended hereinafter. 5. Weakened plane joints for exterior slabs should be provided for any slab greater than 5 feet in width. Any slabs between 5 and 10 feet should be provided with a longitudinal weakened plane joint at its center line. Slabs exceeding 10 feet in width should be provided with a weakened plane joint located 3 feet inside the -~ - -. - - - .~. - - -. -. ,- - _- - - April 21, 1981 -2o- S.E.A. 110175 exterior perimeter, as indicated on the attached Figure A. Both transverse and longitudinal weakened plane joints should be constructed as detailed on Figure A. . 6. Clayey soils should not be allowed to dry before placing concrete. They should be sprinkled, if necessary, to insure that the soils are kept in a very moist condition or at a moisture content exceeding 2% above optimum moisture content. 7. Surface drainage should be directed away from the proposed foundation. a. Prior to pouring concrete, the foundation excavations should be inspected by a representative of this office to insure that the above recommendations have been followed. Foundation Condition D (Alternative Design) : An alternate pre-stressed concrete foundation and slab design for soil Condition “C” may be utilized. This design should be prepared by a registered civil engineer experienced in the design of pre-stressed concrete structures. The preparation of the foundation soils and detailed recommendations regarding foundation construction and pre-stressing requirements should be prepared in cooperation with your structural design consultant. Exterior slabs should be prepared as described in Foundation Condition “C” above. All lots which contain soils within 4 feet of finish grade that exhibit an expansion greater than 12% should be regraded to remove the critically expansive soils. In consideration of the potential for lateral movement of foundations construction parallel to, and within 10 feet of the top of any cut or fill slope within, or constructed from the De1 Mar Formation, we recommend that the following foundation design criteria be considered. April 21, 1981 -21- S.E.A. 110175. -. -. ._. - - - - 1. The depth of the foundation shall be sufficient to extend not less than 12 inches below a line parallel to and 5 feet in from the face of the slope. 2. All foundations within 10 feet from the top of a slope shall contain not less than the reinforcement recommended in “Foundation Condition B” and be designed to support a maximum dead load of 1000 psf. 3. All foundations within 10 feet of the top of a slope, and parallel to the slope, should be tied into other foundations within the structure which are at least 20 feet from the top of slope. These cross ties should be constructed perpendicular to the top of slope, consist of at least 12”x12” concrete beam reinforced with two #L bars, and be spaced at not greater than 15 feet intervals. The above recommendations are intended to supplement the requirements of Carlsbad Ordinance No. 8086, Section 11.06.110 for only those structures which are supported by De1 Mar Formation soils. Adjacent footings founded at different bearing levels should be so located that the slope from bearing level to bearing level is flatter than one unit horizontal to one unit vertical. The allowable soil bearing pressures described above may be increased by one-third for wind and/or seismic loading and should be decreased by one-fourth for dead loads only. A review of the “Concept Site Plan” indicates that the majority of the fill soils will be obtained from the De1 Mar Formation soils. Although a significant quantity of Torrey Sandstone Formation soils will be avail- able, the majority of these soils will be required to construct the stabilizing buttress fills. Additional non-expansive material may be obtained by mining the Torrey Sandstone Formation soils within proposed - -. -~ -- - .- - - - - - -~ - April 21, 1981 -22- S.E.A. 110175. street tight-of-way areas. Based on the information available at this time, it is our opinion that the potential for obtaining adequate - quantities of non-expansive material to produce foundation Condition A within all of the proposed building pad areas is extremely low. Slope Stability The cut and fill slopes constructed from the native on-site materials will be stable with relation to deep-seated failures, if constructed at or flatter than the following recommended slope ratios expressed in hori- zontal to vertical units for the indicated heights: Cut Slopes to 65 Feet in Height in De1 Mar Formation @ 2.0 to 1.0 to Over 80 Feet in Height in Torrey Sandstone @ 2.0 to 1.0 Fill Slopes to 25 Feet in Height in De1 Mar Formation @ 2.0 to 1.0 to Over 80 Feet in Height in Torrey Sandstone @ 2.0 to 1.0 The above maximum heights will result in a factor of safety of 1.5. Fill slopes in the De1 Mar Formation, if required, may be constructed higher than the above recommendations by selective grading. Slope Protection In the event that hydraulic studies indicate that flood flow conditions in the major drainage courses within the subject site will result in a water surface which is higher than the toe of the proposed fill slopes, we recommend that adequate slope protection measures be included in the grading plans. We anticipate that the projected velocities will require the installation of rip-rap type slope protection measures. Earth Retaining Structures Allowable Passive Pressure: The allowable passive pressure for the prevailing soil condition is 150 psf at the surface, increasing at a rate April 21, 1981 -23- S.E.A. 110175’ of 125 ‘psf per foot of depth. This passive pressure has been computed - using a factor of safety of 3 and may be increased by one-third for wind and/or seismic loading. . The coefficient of friction of concrete to soil may be assumed to be 0.4 for resistance to horizontal movement. Active Soil Pressure: Active soil pressures for the design of earth retaining structures may be assumed to be equivalent to the pressure of fluid weighing 41 pcf and 60 pcf for unrestrained and restrained retaining walls, respectively. These soil pressures are for no surcharge and for a drained and level backfill condition. If the backfill will not be level, or if a surcharge is anticipated, this office should be contacted for the necessary increase in soil pressure. -. FIELD EXPLORATIONS Fifteen subsurface explorations were made at the locations indicated on the attached Plate No. 1 between March 24 thru 31, 1981. These explorations consisted of borings drilled by means of a rotary bucket type drill rig. The explorations were conducted under the observation of our engineering geology personnel. The explorations were carefully logged when made. These logs are presented on the following Plate Nos. 2 thru 32. The soils are described in accordance with the Unified Soils Classification System, as illustrated on the attached simplified chart. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency are given on the logs. Soil densities for granular soils are given as either very loose, loose, medium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Representative core samples were obtained by means of a split tube sampler driven into the soil by means of the “kelly bar” of the drill - - -~ - -~ - - .-. - -. - - --~ April 21,~ 1981 -2& S.E.A. 110175 rig. The’ energy required to drive the split tube sampler is indicated on the boring logs as the “penetration resistance”. The core samples were - carefully removed, sealed, and returned to the laboratory for testing. . Disturbed and undisturbed samples of typical and representative soils were also obtained and returned to the laboratory for testing. The results of these tests are presented on the attached logs. LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. Representative samples were tested for their shear strength characteristics, maximum dry density and optimum moisture content, grain size and atterburg limits and expansive potential. The results of these tests are presented on Plate. The expansive potential of clayey soils was determined in accordance with the following test procedure. Allow the remolded sample to air dry to a constant moisture content, at a temperature of 100’ F. Place the dried sample in the consolidometer and allow to compress under a load of 166 psf. Allow moisture to contact the sample and measure its expansion from an air dried to saturated condition. INVESTIGATION LIMITATIONS The soil conditions encountered in our subsurface investigation of the subject site are believed to be representative of the total area. However, the conditions within landslide masses, similar to that present within the subject site, are subject to variation. Since our investigation is based on the conditions observed, selected laboratory testing and engineering - analysis in accordance with the - - April 21, 1981 -25- S:E.A. 110175 - - - .- - - - - current “state-of-the-art”, the conclusions and recommendations presented herein are preliminary and represent professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. If conditions are ,encountered in the field which differ from the conditions and design criteria described herein, the project soils engineer and engineering geologist should evaluate these conditions and submit alternative recommendations. If any conditions within this report are not fully understood as to the intent and purpose, the owner or his design consultant should contact Shepardson Engineering Associates, Inc. for clarification prior to commencing further design or construction. .- - - - - - L Af?iw%. &b&f3 1*‘ctxGd L - L E LA wm am -Ma SHEPbFtDSON ENGINEEEUNG ASSOCUDES. Inc wt4r~~ rw “f&j. lwTE .4* zj*e( I JmN0. Ilol7cj ,6&w &. IA - - - .- .-. -- .- - ~~ .- -- .- -. Greenish-tan to Buff, Wet, Medim Dense, Clayey, Silty, Medium Stiff to Soft, Sandy Mudstone,(Disturbee rder Below but Highly Fractured Several NW Dipping Planes (slicked) with Iron Stains R'emolded Clay Gouge with Gypsum crystals. Dips a Few _-------------- ray & Buff, Moist, Medium Dense to Dense, Clayey Fine Sand- -s------ ------ -- nge & Gray, Moist, Medium Dense to Dense, Silty Sandstone edit Stiff, Mudstone ight Olive Gray to Brown, Moist, Medium Stiff, Mudstone 2 ;- 2’ CL 5: 2. 9 - BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' par blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE D = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21 KLS I 3/25/81 110175 PLATENO. 2~ - - -. - .- - - - - - ^- - _. - - -- - - LE F isj :c iz 3% SC 94 ML SM BORING NO, B' Can't- ELEVATION: BORING DIA, DESCRIPTION Dark Blue Grey, Moist, Very Stiff, Mudstone Massive Light Gray to Brown-Gray, Mottled Yellow-Brown, Red 6 Light Green, Humid to Moist, Very Dense, Partially Cemented Sandstone Gray, Humid to Moist, Very &nse, Fine, Slightly Cemented ' Sandstone s.. ,--. .,.~,.. Light Gray, Humid to Moist, Very Stiff to Hard, Sandy Siltstone Brown-Gray, Humid to Moist, Very Dense, Fine Sandstone WI BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. harmner, 30" drop S = Standard Penetrometer SAMPLE TYPE : Us= Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21 K1.R I 1135/Rl 110175 PLATE NO. 3 - - -. - - - - - - - - - . . - - - - - =I ! : u-l 12 16 4 L SM - SU BORING NO, B' Can't. BORING NO, B' Can't. ELEVATION: ELEVATION: BORING DIA, BORING DIA, DESCRIPTION DESCRIPTION ! ..I. ;$I B Brown-Gray, Humid to Moist, rown-Gray, Humid to Moist, Very Dense, Fine Sandstone Very Dense, Fine Sandstone Very Massive Hard Sandstone END OF BORING nAaI BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21 KLS I 3125181 I 110175 I PLATE NO. 4 - 2 6_ O- 2- 4- IV 61 8- O- 2- & 6 -. 31 c I- 2- i 5- ! CL/ CH ' \ ML/( CL/ SC/: SM .' ML/. CL/' CH , I I I CL \ SM ; CL ' \ , , , 7 \ b ‘.(.,.j 1’;; , :A’ F \ \ \ \ k + Y \ \ \ \ )+ ,: Z.,’ BORING NO, B2 ELEVATION: ABORING DIA, DESCRIPTION Light Olive, Wet, Stiff to Medium Dense, Very Disturbed Mudstone Yellow-Brown, Wet to Moist, Medium Dense, Very Fine Sandy Silt-Claystone to Fine Sandstone pame Shearing, $" remold, with gypsum, flat Disturbed Cl" of General gouge, no good planes, some caliche Sheared Remolded &es" Sheard Below, Slicked Fractures ,Olive, Moist to Wet, Medium Stiff to Stiff, Clay Fairly Massive Mu-m Seepage CContact dips s few degrees NW Blue-Gray, Moist, Stiff, Sandy Claystone Yellow-Tan, Moist, Dense, Sandstone Blue-Gray, Some Red & Yellow Mottling, Moist, Very Stiff to Hard, Sandy Claystone, Massive :A, = ;* >(i :. ;” - 2 3 _-_ BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hsmmer, 30" drop S = Standard Penetrometer SAMPLE TYPE u = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample - I , . VI 1% 16 biT SC CL BORING DIA, DESCRIPTION ‘ Ilue-Gray, Moist, Very Dense, Sandstone Irown-Olive-Gray, Stiff, Mudstone IND OF BORING _-_ BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig I c a dror, 1' oer blow. I UDSON ENGNEENING ASSOClAlE!S. INC. L f 3" b.D. iampler, 1401b. hanrmer, 30" drop -4 S = Standard Penetrometer -A SAMPLE TYPE u = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample <,~ y, &A COSTA SE18 -.SEZl KLS I 3125181 110175 PLATE NO. 6 - - -. - - -- -- -_ -. - - _- .- - - .- - 4- 6- a- 6- a- ,o - 2- ,4 _ 6s a- 4- 6- BORING NO, B3 ELEVATION: 235+ BORING DIA, DESCRIPTION \ .y-' ,.,' i : SC ‘(:), Brown, Moist to Wet, Medium Dense to Soft, Topsoil ;\; ,y< :\ \ -----m-m-- SC/ :< :? CL (. .\~ .\‘. Buff, Moist to Wet, Very Fine Sand 1 . '\ Wet Sheared Clay, Some Undulating Planes Highly Fractured Olive, Wet, Medium Dense, Claystone Sheared Zone & Slide Plane, Dips 10’ N, %" Remolded Clay Less Fractured Mudstone 16" Thick, Flat, Possible Old Slide Zone ! Fairly Sof, SM : Olive to Gtay, Moist, Mediuj Dense to Hard, Mudstone --_ BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. I A = :. > c ;’ ic 3 ‘2 L = 3" O.D. Sampler. 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample - - - -~~ - - ..- - -. ~- .~_ _- - - - - .O- ,2- ,4 6- a- O- 2- 4- 6- a- D- 23 c k- 5- 3- O- 2- -LQ! SMf j ML, CL \ \ \ \ \ 3Ml 3C \ \ \ :H/ \ :L \ SI BORING NO. B3 Co"'t* z BORING DIA. 2 DESCRIPTION u 'Gray , Moist, Dense, Sandy Ssltstone Olive, Moist, Hard, Massive, Sandy Mudstone with Orange Sandstone Lenses -Sharp Contact - *Dips 6O'NW Buff to Orange, Moist, Vaxy Dense, Slide Plane Contact Dips 23O W. 6" ~sone of Varieated, Thin Mudstone - et Clay Beds, Possible Healed Slide Zone Slide Plane, f" remolded, Highly Plastic Clay, Flat, very little color difference, Definite Plane \ Blue-Green, Moist, Hard, Clay \ END OF BORING .-. BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. I L = 3" O.D. Sampler, 1401b. hansner, 30" drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive S~ample C = Chunk Sample B = Bulk Sample ~_ 22- Jl- [24- BORING NO, B4 ontact Dips, 15'S, Some Shearing 6 Gypsum N Olive, Wet, Medium Stiff to Stiff, Clay ractured Mudstone Minor Seepage olded Highly plastic Clay-Flat, very A = Ir 1 c .I ,: I Is: -q BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig J1 drop 1' per blow. g$E L = 3" O.D. Sampler, 1401b. hammer, 30" drop '~~DSON~-I~ASSOC~Il%INC. S = Standard Penetrometer SAMPLE TYPE 1 U = Undisturbed Drive Sample IA COSTA SE18 - SE21 C = Chunk Sample KLS I 3125181 B = Bulk Sample L 110175 PLATE NO. 9 _. - -~ - -. .- _- - - - -- - - - - .- - a- O- 2- 4- 6- a- o- 2- . m 2 % L CH CL s !z :: z 2 i \ \ \ \ \ !L BORING NO, B4 Co"'t- BORING DIA. DESCRIPTION Blue-Olive to Blue-Gray, Wet, Hard, Fractured Mudstone ZND OF BORING BLOW COUNT _-- - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. harmner, 30" drop -ANDSON ENGINEER ING Assocrn~. INC. S = Standard Penetrometer SAMPLE TYPE lJ = Undisturbed Drive Sample LA COSTA SE18 -SE21 C = Chunk Sample IUS I 3I25lal B = Bulk Sample 110175 PLATE NO.~lD' 1 1 1 1 - 1 2 2 2 2 2 3 3 3' 31 2- 4- 6, a- O- 2 4- 6- a- O- 2- 4- 6- a, O- 2- 4- 6- La .z 3 L L Cl M M L , L/ ( H HI L $ Y c . . ,* .“l,t ,.I r\ .l’t ;.q $ .: I ‘. T \ \ \ \ \ b 4 \ \ S1 ELEVATION: DESCRIPTION Brown, Moist, Medium Stiff Clay Gray-Green, Wet, Medium Stiff, Clay Gray with Orange, Wet, Moist, Clayey, Silty Sand Tan, Moist, Medium Dense, Silty Sand Olive to Dark Gray, Moist to Wet, Medium Stiff, Fractured Mudstone, (Some Slicked Fractures) Tan to Light Brown, Wet, Medium Stiff to Very Stiff, Clay +lighly Sheared, Well Developed Slide Plane ,%" to l",very wet, sticky, remolded, plastic Clay. No Color Change - Zone is Flat Olive, Moist, Hard, Massive Mudstone Dark Green, Brown - Orange, Moist, Hard, Mudstone,(Orange :A, = L-l! ;i , I f : . I i ; i BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop ~MDSON ENGINEERING ASSOCIATES. INC. S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21 KLS I 3127181 110175 PLATE NO. 11 -. - - -. -. _- - _- - -. -- - -~ - - ,2- ,4 - .6 - .8 - 0- 2- CH CL CL CH ELEVATION: ELEVATION: BORING DIA, BORING DIA, DESCRIPTION Dark Green, Brown - Orange, Along Fracture) Moist, Hard, Mudstone,(Orange Brown, Moist, Hard, Very Massive Mudstone Blue-Olive, Moist, Hard, Mudstone Blue-Gray, Mottled Red, Moist, Hard, Very Massive Mudstone END OF BORING BLOW CODNT .-* - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop StW?MDSON ENGIMENING .h.SSOCUTE.S. INC. S = Standard Penetrometer SAMPLE TYPE u = Undisturbed Drive Sample LA COSTA SE :I8 - SE21 C = Chunk Sample B = Bulk Sample I KLS I 1177lSl 110175 PLATE NO. 12 -. - .- -. - - ~-. - _. - -~ - -. _~~ - -.~ . - - CL, CH CL SM ML SMI SW CL BORING NO, 6 LEVATION: 165+BORING DIA, DESCRIPTION Brown-Red Brown, Wet, Stiff, Clay Orange-Brown & Buff, Wet, Stiff, Sandy Clay Buff, Moist to Wet, Medium Dense, Sandstone Light.Green & Tan Mottled Orange, Moist to Wet, Medium Dens Sandstone $?'Contact Dip 15'S.- Xatural Buff, Moist to Wet, Medium Dense Sandstone Medium,Clean Sand Flat, Contact, Some Possible Old Shearing Olive with Orange Along Fractures to Gray, Moist, Wet, Stiff, Mudstone Remolded, Sheared, Sticky, Wet Clay f", Slide Plane, -Dips Possibly 5'N., Nearly Flat ----------------- Green-Gray, Moist, Very Stiff, Clay Sandy Mudstone \ 1 Gradational+ KEY I 3 5 --- BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hanuser, 30" drop s)(DMDSON ENclNaxlNG A.%wclAlEs. IK. S = Standard Penetrometer SAMPLE TYPE IJ = Undisturbed Drive Sample LA~COSTA SE18 - SE21 C = Chunk Sample KLS I 3f27/81 B = Bulk Sample 110175 Plate No. 13 !O - .2 - .4 - ,6 - =! I 1 i ” i: :E 1 i Cl Cl 4 c c r: c: e i; 2 t \ \ \ L BORING NO, 6 Can't- ELEVATION: BORING DIA, DESCRIPTION Same 3lue-Green, Moist, Hard, Clay (Slow Drilling) :ND OF BORING .-* 3LOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. I L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE lo = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample 4- 6- 8- 14 _ 16 _ !O - !2 - 14 !6 _ 18 - IO - 12 - I4 - I6 - BORING NO, B7 , Wet to Moist, Medlum Dense, Sand reen-Gray & Orange, Wet, Medium Stiff, Sandy Silt Clay with arigated, Sheared, Slicked, Clay m Thick, Dips a Few Degrees Socth, Numerous Planes Iive-Green-Gray, Moist to Wet, Hard, Mudstone to andy Mudstone with Concretions o Sandy Siltstone ractured,with Slick Concoidal Surfaces lue-Gray, Moist, Hard, Sandy Mudstone (Massive) A = II , c I’ 1: I nAbI BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE u = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21 KLS I 111)7/111 110175 1 PLATE NO. 15 O- 2- 4- 6- &- O- BORING NO, B7 Con't. ELEVATION: -BORING DIA, DESCRIPTION Blue-Gray, Moist, Hard, Sandy Mudstone (Massive) END OF BORING g ;. ?’ 2’ 2: a BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hannner, 30" drop S = Standard Penetrometer SAMPLE TYPE . IJ = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21~ KLS 1 3/27/81 110175 1 PLATE NO. 16 -. ~_~ - _.~ - ~- -. -. - ..~ -~ -. - -~ ..- 4- 6- Iv B- O- 2- 1B 4- 6- B- O- 2- 4- 6- 8, O- 2- 4- 6s Brown, Wet, Medium Stiff to Soft, Topsoil uff to Orange, Moist, Medium Dense, Sand u Molded, Remold, Some Planes, Could be Slide Planes not Real Plastic ML Light Green-Gray, Wet, Medim Dense, Clayey Siltstone 1 .A' SM/ y&:“ .i ; Buff to Tan, Moist, Dense, Sandstone sw ;li-r\ y$ y$ '<,.',. CL Light Olive-Gray to Dark Gray, Moist, Stiff, Clay to Sandy Mudstone. \ BLOW COUNT z K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. I !! Ic I c I’ 1: I ;I r !Z :c i[ :: r 1.2 L = 3" O.D. Sampler, 1401b. hammer, 30" drop - - - .- -~ - .- - - -~ - -~ - - - .- -. SM - ELEVATION: -BORING DIA, DESCRIPTION Blue-Green to Gray, Moist, Hard, Sandy Mudstone Tan, Wet to Saturated, Denser, Hard Sandstone Lots of Seepage Medium - Coarse Sand -6light West Dip, 1” - 2" Remold Clay, Not Real Sticky, Too Much Seepage to See Well Gray, Saturated, Soft, Fractured Clay Blue-Green, Wet, Hard, Mudstone Tan, Saturated, Dense, Sandstone 2 ;. 31. :. 5: :’ - 6 ML BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. harmner, 30" drop S = Standard Penetrmeter SAMPLE TIPE u = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample _ ..~. - -- .- - - - - - -~ - -~ ~.. .-~ - .,- ,- ;c 15 > li 5’ t5 :2 If 2 :z - -2 Ive Brown to Brown, Wet, Medium Stiff (Sheared Slickensided) (Soil Creep Zone) to Soft, Clay Pale Olive, Moist, Medium Dense to Soft, Silt Dark Olive, Moist, Medium Soft, Massive Mudstone Massive Sandstone Pinkish Tan to Tan to Dark Yellow Tan, Moist to Saturated, Medium to Coarse Sand Dark Olive-Gray, Moist, Medium Stiff to Stiff, Very Frac- tured Mudstone with Slikensided Fracture Planes \ (Minor Seepage) Olive, Moist, Medium Stiff Clay CL t% CL -$fide Plane, t"'Remolded Clay, Dip 10's. Dark Blu&Gray, Moist, Stiff, Clay (Massive Mudstone) 3LOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. SE&- - L = 3" O.D. Sampler, 1401b. hammer, 30" drop -ANDSON ENGJMERING ASSOClAlES. MC. S = Standard Penetrometer SAMPLE TYPE IA COSTA SE18 - SE21 U = Undisturbed Drive Sample C = Chunk Sample s I 1I')AIRI B = Bulk Sample 110175 PLATE NO. 19 - ..- -~ . . -. - - - - .-~ - - - - i .o i .2 - ,4 - =I: I I . 1’2 i2 i CL CL BORING DIA, DESCRIPTION Blue-Gray, Moist, Very Stiff, Clay .--M-Mm--- -- Very Dark Blue-Gray, Moist, Hard, Clay END OF BORING BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig droD 11 n-v hlnv L = 3" b.D. &~pi&:'1401b. hammer, 30" drop SLIMDSON ENaNEEnING AssoclAlEs. INC. S = Standard Penetrometer SAMPLE TYPE LA COSTA SE18 - SE21 D = Undisturbed Drive Sample C = Chunk Sample KLS I 3/26/81 B = Bulk Sample 110175 PLATE NO. 20 - -- - - - _ - - .- -. - - -~ - .- - 2- 4- 6- 8- O- 2 4- 6 a, O- 2- 4- 6- 1: DESCRIPTION - SC SP i :.\: . k...' Brown to Red-Brown to Light Brown, Moist to Wet, Clayey .;.\. Sand b . . \ \ Contact Dips 20' S., Erosional I i Yellow Tan, Moist, Medium Dense, Medium Fine Sand :I . . I CL/ ta Pale Green to Olive Tan, Moist, Medium Stiff to Soft, Massive, Silty Mudstone with Minor Gypsum ML Gradational Change SM SP/ SM I: Gray-Tan, Moist to Wet, Medium Dense, Very Fine Silty Sand Contact - Flat 31 Light Tan, Moist, Medium Dense, Medium, Slightly Silty Sand ;p. ,f$ SW SC SM ZL SC/ :L 3M :L ‘4 .+ $\I' 'Li:' 1 Light Tan, Moist, Medium Dense to Dense, Massive, Fine, '1:): Silty, Clayey Sand ?,'I! Tan, Wet, Medium Dense to Dense, Medium to Coarse Dense, .i.!; Silty Sand Tan to Buff, Saturated, Medium Dense, Siltv Sand \ Light Gray to Dark Brown, Wet to Saturated, Medium Stiff to Soft, Sheared, Very Plastic, Clay Zone Dips 15OS.E. Tan, Saturated, Medium Dense, Silty Sand KEY BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop SBEPMDSON ENGINEERING ASSOClAlES. IIIC. S = Standard Penetr-eter SAMPLE TYPE LA COSTA SE18 - SE 21 D = Undisturbed Drive Sample C = Chunk Sample YT.C I ~3/7RIRl ~B = Bulk Sample 110175 PLATE NO. 21 Seepage .~. ..~ .-. -. - - - ~- .-. - - -~ - - - - .-. BLOW COUNT --_ - K = 3" O.D. Sampler, Kelly bar of drill rig I (- droo 1' oer blow. BORING NO, lo Con't* BORING DIA, DESCRIPTION Dark Blue-Gray, Moist to Wet, Medium Dense, Massive Mudston Blue-Gray, Moist, Medium Dense to Dense, Clay and Silt [Water at 41', after 2 days) END OF BORING L = 3"~b.D. &mpler, 1401b. hammer, 30" drop S8E?MDSON RIWMERING ASSOCIATES. INC. S = Standard Penetrometer SAMPLE TYPE IA COSTA SE18 - SE21 IJ = Undisturbed Drive Sample C = Chunk Sample KLS I- B =~ Bulky Sample 110175 PLATE NO. 22 - - - -~ - - .~~. -~ -- - - -~ - 4- 6, a- 0 2- 4- 6, B 3 2- 4- 6- B- D- 2- i4 - 86 - SC SM !fLl CL SC/ "L SP CL - SU SU BORING NO. '1 BORING NO. '1 ELEVATION: lB1’ BORING DIA. DESCRIPTION DESCRIPTION Brown, Moist to Wet, Loose, Clayey Sand Dark Yellow-Tan, Moist, Medium Dense to Loose, Silty Sand Light Yellow Tan, Moist, Medium Dense to Dense, Massive Erosional Contact, Undulating, Flat, no Shearing Dark Green-Gray, Moist, Medium Dense to Dense, Very Uniform Massive Silty Mudstone ery Fine Sand Pale Green, Moist, Medium Stiff to Soft, Clay .w. BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. I L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE u = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample - ‘1! - ,- i - 1 - 1 1 - 4 - - c 5 - 5 5 - 6 - - - - - --~ OWN LO- i2- i4 - i6 - ,a - iO- i2 - i4 - i6 - ;a - O- A z 2 CI CL su BORING NO, a't. ELEVATION: BORING DIA. DESCRIPTION Blue-Dark Gray, Moist, Medium Stiff to Stiff, Clay (Massive Mudstone with some Slikensides) -Slide Plans, 1” Remolded, Wet, Sticky Clay, Well Developed Planes 104 SSW Planes Blue-Dark Gray, Humid to Moist, Hard, Clay (Very Hard Massive Mudstone) Dark Blue Gray to Red, Humid to Moist, Very Hard, Clay END OF BORING -I 2; c. :c :i sr ‘i ,! BLOW COUNT " K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE D = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21 K1.S I 312RIRl 110175 1 PLATE NO. 24 - - - - - - - - ,- - - - ~.- - - - $lJ E E . g % - - 2- k- j- 3-I I- !- i- i- I- )- !- i- I- 1_1 l- - I- ,- /- - sp ;.lir $1 $1 j i,J BORING NO, l2 S( LEVATION: 174t BORING DIA. DESCRIPTION Dark Gray-Brown, Wet, Medium Stiff to Stiff, Topsoil Tan & Orange to Green-Gray, Wet, Medium Stiff, Very Fine Sandstone to Sandy Siltstone .---P-BP----- Orange d Buff, Moist to Wet, Medium Dense, Fine Sandstone (Cross Bedding) Erosional u---m----- Green-Gray, ,Wet,.Medium Dense, Silty Sand to Silt SeeDane P 19’ Orange-Buff, Saturated, Medium Dense Silty Sand to Poorly Graded Clean Sand Bright Orange Dip 15ON -1" Shear 6 Remold, Old Shearing Along Contact Light Green-Gray, Wet, Medium Stiff to Soft, Clay Green, Moist, Stiff, Clay (Mudstone) Gray, Humid, Hard, Clay Drier Below Sandy Mudstone (Massive) ILOW COUNT _-- - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. I :A = ;r 3[. b ;’ 2: 9 - -l r !C :c ii :: A L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE IJ = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample m - - -- - - - - - - - - - - - - I I I . m 1% Ie I L CL \ SU BORINGS NO, '* ELEVATION: BORING DIA, See Previous Page 1 --- BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" drop S = Standard Penetrometer SAMPLE TYPE U =~Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample I wEmmmoN ENGWEERIWC AssoclAlEs. INC. IA COSTA SE18 - SE21 KLS I 3/30/81 110175 PLATE NO. 26 - - - - - - ,- -- - ,- I- .- - SI BORING NO, l3 Light Gray Green, Wet to Moist, Stiff to Dense, Sandy Concretion ------- -- -- -, Olive, Wet, Medium Stiff, Mudstone Orange and Green Gray, Moist, Olive to Light Gray Green to Green Gray Brown, Wet to Moist, Stiff to Hard, Claystone to Sandy Mudstone-Massive (y' Gouge, Remold Clay, Maybe Old Slide Plane, Not Sticky 1 H Grz;ional Contact) - BLOW COUNT K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30"‘drop S = Standard Penetrometer SAMPLE TYPE U = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample yLIMD!SON EwlNEEmNG AssoculEs. INC. LA COSTA ~~18 - SE21 ~KLS 1~ 3/30/81 110175 PLATE NO. 27 _. - - ,- ,- ,- - - L SP SM, SP Sl Sl BORING NO. l3 con'e BORING NO. l3 con'e ELEVATION: ELEVATION: BORING DIA. BORING DIA. DESCRI~PTION DESCRI~PTION Orange to Buff, Wet, Dense, Medium Sand 42- II _ 44 - l- 46 - 1 48 - 1 50 - &.. {!,f Buff, Moist to Wet, Dense, Sugary Sand f-1; IlY \ (Gradational) \ Blue Gray, Moist, Stiff to Hard, Mudstone (Shinny Coucoid, Fractures Very Hard) \ 1 END OF BORING 1 SLOW COUNT .-- - K = Y'3t.lI; Sampler, Kelly bar of drill rig ..^W I.,,.... I LLL”Y I yrr “a”“. 1" mm ~~vler, 1401b. beer, 30" drop D - 0rablua?u rslletrometer 4PLE TYPE ,le Chunk Sample Bulk Sample ,stone L=> -.-. I'-~ c - c..^--l^-> n^- SAt U = Undisturbed Drive Sam{ c =' B= YLCMDSON ENGIMENWG ASSOClNES. INC. LA COSTA SE18 - SE21 KLS I 313 110175 PLATE NO. 0lSl 28 - - .~ - - - - - .- - - - - - I - - ,- 2- 4- b 6- lo- 12- 14- 16- 18- ZO- 22- 24- 26- 26- 30- 32- 34- j6- c SU BORING NO, '4 DESCRIPTION \ . Gray Green, Wet, Medium Stiff to Stiff, Topsoil Green Gray, Wet, Medium Stiff to Stiff, Clay Orange and Green, Wet Medium Stiff Cla I Buff, Wet, Medium Stiff, Medium Sandstone Buff, Wet, Hedium Stiff, Silty Fine Sand Green Gray, Wet, Stiff, Sandy Silt-Claystone (Massive) _-_ BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1' per blow. L = 3" O.D. Sampler, 1401b. hammer, 30" S = Standard Penetrometer SAMPLE TYPE D I Undisturbed Drive Sample C = Chunk Sample B =,Bulk Sample LA COSTA SB%l? - SE21 KLS I 3/31181 110175 PLATE NO. 29 - I I ,z ;; 0 i :L/ :H ;P :L su su BORING NO. l4 Can't BORING NO. l4 Can't ELEVATION: ELEVATION: BORING DIA, BORING DIA, DESCRIPTION DESCRIPTION Yellow and Brown, Wet, Medium Stiff, Clay Flat ' Orange, Wet to Saturatei, Medium Stiff, Poorly Graded Clean Sand Dip 18 South %" Remold Sticky Clay Dip 5' SSW, Good Plane Dark Green Gray, Wet to Moist, Stiff to Very Hard, Clayston, \ Very Soft Remold END OF BORING Slow Drilling I KEY D&W COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig Arnn 1' r.ev hlnv L= ---r . r-- ---I. 3" O.D. Sampler, 140lb. hammer, 30" drop ~MDSON ENGiNEENING ASSOCLAlES. tI1c. S = Standard Penetrometer A = Ir , L ;' i: SAMPLE TYPE U = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21 KLS I 3/31/81 110175 PLATE NO. 30 -. - - - - - .- .- - - - - - - - 2- 4- 6- o- 2- 4- 6- 8- 10 - :2- !4- 16 - !8 - ;o _ ,2- ;4- l6- BORING NO, l5 LEVATION: *03+ BORING DIA,30” DESCRIPTION CH \ Green Gray, Wet, Stiff, Topsoil f \I Light Green Gray, Wet, Medium Stiff to Stiff, Clq CL Orange to Gray Green, Wet, Medium Stiff, Sandy Mud (6" Brown-Streaked Orange Laminated Mudstone) SM/ >..':I? Buff, Moist, Medium Dense, Silty Sand to Poorly Gr SP $9 Clean Sand Light Green to Orange, Wet, Stiff, Clayey Silty Fi SM, k, t:: sp -JX Buff, Wet, Medium Dense, Fine Sandstone ':I,k !I. I! :I?; ;I:~ ..I.$ !,:.I+ (Seepage) (Greenish Sand) :n Buff, Saturated, Stiff, Clay Olive, Wet, Stiff, Mudstone (Sheared Clay 1" to 2" Cornflake Mudstone) _-- BLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hannner, 30".~drop s)oIMDSON ENGIMENNG AssoclAlEs. INC. S = Standard Penetrometer SAMPLE TYPE IJ = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample LA COSTA SE18 - SE21 KLS 1~ 3l3llal 110175 PLATE NO. 31 - - .- - - - - - - - - - - - - - - - - A 2 5 u - :L :L, :n :L & :: PI ; i3 ; \ \ \ A \ \ \ Sl BORING NO, " 'OnIt BORING DIA. DESCRIPTION Blue Gray, Moist, Stiff, Clay (Fracture) (1” Soft Remolded Clay Sticky, Well Developed Planes) (No Color Change) (Flat Massvie Slide Plane) Light Brown, Moist, Hard, Mudstone Blue Green, Moist, Hard, Sandy Mudstone RND OF BORING SLOW COUNT - K = 3" O.D. Sampler, Kelly bar of drill rig drop 1’ per blow. L = 3" O.D. Sampler, 1401b. hemmer, 30" drop S = Standard Penetrometer SAMPLE TYPE . U = Undisturbed Drive Sample C = Chunk Sample B = Bulk Sample 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DIRECT SHEAR TEST RESULTS , SAMPLE DESCRIPTION Angle of Cohesion intrrnal frictiod ') mtcrcc t fDSf I B2 @ -4' I Light Olive Clay (Undisturbed) I l1mJl 31 B2 @ -7'to -8 Yellow Brown Clayey Silty Sand (Remold) I 35 - 250 I I B2 @-IS'to-16' Olive Gray Clay (Remold) 22 350 B2 @ -15' Olive Gray Clay (Residual) 10 150 I B3 (a -12' I Olive Clav (Undisturbed) I 26 I 550 I I B4 @ -34' I Olive Clay (Residual) I 9 I 180 I B6 @ -5' Buff Sand (Remold) 41 125 B8 @ -13' Buff to Orange Sand (Remold) 40 250 B9 @ -15' Tan to Yellow Tan Sand (Remold) 40 250 B9 @ -33' Tan Clay (Residual) 12 250 Bll @ -10' Light Yellow Tan Silty Sand (Remold) 39 125 B12 @ -8' Green Gray Sandy Siltstone (Remold) 31 350 , B13 @ -5' Clayey Silty Sand (Undisturbed) 37 780 1 I SEA LA COSTA SE18 - SE21 -L SHEPARDSON ENIlINEERING AssocIATEs, Inc. 1 I* DES DATE 4/21/81 JM No* 110175 I PLATB NO. 33 -.I -. - - MAXIM1 ASTF 1 B2 e-7 to-8 1 B2 @-15 to-16 I B6 @ - 5 I B8 P - 13 B13 -9 E EDENSITY & OPTIMUM MOISTURE CONTENTS Ii . . . . . .._..__ Method: .__._.....,,,.__ DESCRIPTION SEA SHEpARDSONEiNGINEERINoASSOCIATES.Inc. IA COSTA SE18 - SE21 Et KLS DATE 4/9/81 JOBNO. 110175 PLATE NO. 34 - .- - - - _- _- -~. - - - - - - - - EXPANSION TEST RESULTS I SAMPL,E 1. B2 f-7 to-8 I B6 @ - 5 I BlO e-17 I I CONDITION I Remold I Remold 1 Remold 1 INITIAL M.C.(*/.l 1.0 3.1 2.1 INITIAL DENSlTYtPCF) 107.5 109.1 112.1 FINAL M.C.W.) 19.4 18.3 14.7 NORMAL STRESS(PSF) 166 166 166 I EXPANSION (*/.I I 4.0 I 3.1 I 1.0 I SAMPLE CONDITION I INITIAL MC.(%) I I INITIAL DENSITY{ PCF) FINAL MC. W.) NORMAL STRESSWSFI EXPANSION t.1.) SAMPLE I CONDITION INITIAL MC.(%) INITIAL DENSITY(PCF) FINAL M.C. W.) NORMAL STRESf tPSi=) EXPANSION (V.) I I I I I L SHEPARDSON ENGINEERING ASSOCIATES. Inc. LA COSTA SE18 - SE21 II KLS DATE /+,,‘,R, I JOB No. 110175 ~T~A’FF un -5 GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS - LIOUID LIMIT PLASTIC LIMIT PLASTICITY INDEX 63 60 27 35 36 25 I UNIFIED CLASSIFICATION CH MH/CH 1 SHEPARDSON ENGINEERIN HHOCI - - - .- --, - DIRECT SHEAR TEST RESULTS DESCRIPTION lded 90% Cla MAXIMUM DENSITY 6 OPTIMUM MOISTURE CONTENT ASTM METHOD SAMPLE DESCRIPTION Maxtmum Optmum Demty @co MOlStUPe content P/*i EXPANSION TEST RESULTS SE& w Benton Engin.,Inc. DATE 2/2s/75 SHEPARD&DN EMiINEERINo AStWCfATE$ &ii 7 ~0’ MY 110175 PLATE NO. ~37 i CJ BENTON ENGINEERING November 11. IS SAMPLE , Anglo of Cohesmn DESCRIPTION Internal mtercept friction ( ’ ) (PSI) 62 @ -10’ Clay 20 390 36 @ -30' Clay to Claystone 40 840 86 @ -4' -5' Silty Fine Sand (Remolded) '26 390 MAXIMUM DENSITY 8 OPTIMUM MOISTURE CONTENT _ ASTM ~1557-70 METHOD A SAMPLE Mammum DESCRIPTION of-Jtmlum Cmsity @cl) MoaSture ccntmt w.i B2 @ -3' -4' Clayey Fine to Medium Sand 119.6 12.2 ,- B5@-7' -8' Clayey Fine Sand 112.9 14.8 .-~ B6 @ -4' -5' Silty Fine Sand 112.1 14.6 - EXPANSION TEST RESULTS \ ii- 1’ INITIAL DENSITY~C~ 'i- 1' SE& SV BENTON ENG. LMTE 11111175 I-~HEPARDSON ENOINEERIM) AssocxATEsInd. , Joe w. 110175 PLATE NO. 38 .- - - - - - - - - - - - - - - -- - - LA COSTA APPENDICES - - - - Appendix Description A-l Boring Logs-Benton Engineering, Inc. (B.E.I.) Project No. 75-lo-9BC A-2 INDEX OF APPENDICIES Plan Symbol - Boring Logs (B.E.1.) Project No. 0 V 75-lo-9BC Boring Nos. 11 thru 21 I- - i- - - - - - - A-3 A-4 B-l B-2 C-l Boring Logs (B.E.1.) Project No. 75-l-20BC Consolidation Data (B.E.1.) Project No. 75-lo-9BC & 75-l-20BC Boring Logs-GeoSoils, Inc. (G.S.1.) W.O. 810-OC, April 3, 1981 Trench Logs (G.S.I.) W.O. 8100C Consolidation Data (G.S.1.) W.O. 810-OC Preliminary Calculations RE: Apparent Shear Strength Parameters and Landslide Mitigation Measures, Shepardson Engineering Associates, Inc. (S.E.A.) 110175 . :,I.: ,: , - - _- - - - .- - - - - - .- - . APPENDIX A-l BORING LOGS BENTON ENGINEERING PROJECT NO. 75-lo-9BC -. - i. .~ .~- .- - - - - - - I - I i - 1 - 1 - - SUMMARY SHEET mNlNQN0. 1 -- ELEVANOW 14l.V l * Gw, bt Lo-, H&H roatumd, hw Scatbud imvalbl Inch Itghtly Molct kg.8 kht, M&urn Finn o!umhd by, Sahmhd, Medium Finn /Nh Lonma of Chy~y Fina to bdlum Sand hy, Saturatad, Compact, 3’0~0160% to 3 inch Dianete &ble ta 5 Inch Dlamatar FINE SANDY CLAY CLAYEY FINE SAND CLAYEY FINE TO MEDIUk SANDY GRAVEL > i?‘;’ a :z ;t a - 3' .A 3' .d 1 .t 3’ .d - - 3 %, clr: ‘Pa IS.1 17.1 !l .I !3.! - - - - lndlcahr Loos. Bq Sample IndkahI Ltndwurbod hlva Smplo l The Ekvatians won obtalmd from the contou llnos shown on Rawlng No. 1. ‘G:i-,l,. I I ORAWINQ NO. SENTON ENGINEERING, INC. 2 .~ - - - - - - - - - - - - - - SUMMARY SHEET Rown, Dry, Loon, Topcoil l- CLAYEY FINE SAND Gmy 81 &own, Slightly Mole, Vuy Firm, Wfth Lama of Cleysy Fina Smd ‘I I ho&r Dip Approxlmakly 150-5700 E, Light Ollvo, Molrt, Firm, Frochmd 16- 17- 18- ‘9I@ 10 - SILTY :INE TO MEDIUM SAND Light Olfvo, Moist, Vay Firm, Magar, No BaddIng F’lam Ltght Ollva, Moist, Very Fin CLAY SILTSTON E LIME CEMENTEO SILTSTONE - 16.: - 6.; - 39. 39. - 6.9 EC: -Y & 63 - - 15. - 22.E cp 31 !I :; - - - - - 9s. - 19. 13, - - 15.e 16.: - - II I Contlmod on Dmwlng No. 4 I:.~. ~_ ., ,,i,~ ~~>, - FNOJECT No. I I DNAWINQ Na. 75-10-9K BENTON ENGINEERING, INC. 3 I - - - - - - - - - - 7 SUMMARY SHEET WNINQND. 2cont. PNDJECT No. I DNAWINQ ND. 75-1&9x BENTON ENGINEERING, INC. I 4 .~ .- - - - - - .~ - - -j -1 .- ] -i B 1’ 2, 3. 4, 5 6 7 8 9 IO I1 I2 13 I4 15 17 I8 I9 J .- I - SUMMARY SHEET WnlNQw. 3 ELEVATION 189.0’ *lo Apparent BaddIng Planas, But Mnny Slickansldad Surfaces Trw~Ilng 10’ to 150 Down Cirmmlly S 26 E FINE SANDY ClqY CLAYSTONE - 16.; IL! 17.1 16.: I I Contfnuad on C~mving’No. 6 3# ‘-: ‘?I - 14.; 15.; 23.: 24.1 - - ?Non!cT No. I I DNAWINQ NO. 75-10-9K BENTON ENGINEERING, INC. 5 - .- - - - -. -. - - - - - - - - - - - L SUMMARY SHEET BORINO No. 3 cont. 8 0 0 No Appont Bedding Phnos, But Moray Sllckensidod Surfoca CLAYSTONE . PROJECTNO. 75-lo-9BC I BENTON ENGINEERING,’ INC. I OnAwlNo No. 6 .- .-- - .- - - -. - - - - - - - - - f -a Sllckuuidad Slopeu 150S700E - - - 3, - - PaoJEcT No. 7%10-9x FINE SANDY CLAY CLAYSTONE 18.1 - I I 0oAwlNo no. BENTON ENGINEERING, INC. 7 - - - - -_ - - - - - - - - f - 4’ iz SUMMARY SHEET PaoJE4xwo. ORAWINO M. BENTON ENGINEERING, INC. - ! -i 8 ; WN Cd t AY da z aa 4 SUMMARY SHEET BORING NO. 5 cO,,t, 2 g: 25, z It- 5 J 0 - - Ohm, Moist, Very Firm, 0ccxdnol Cwnonhd Luru md Lenses With Flna Sand, No . ckk Ollva, Highly Fractured, Many Glossy Fmchtms . j:... ,PROJECT NO. 75-lo-9Bc I BENTON ENGINEERING, INC. I . - - .- I 4 .l f -4 _I: I SUMMARY SHEET BORINO NO. ELEVATION u Light Gmy, Moist, Very FM Continued on Drowl~ No. 11 -- .~- ~-. .- _- - - -~~ - - - - - i i #l 21 . 13. 2s 24. 25, 26. 27, 28: 29 30 31: 32, 33: 34: 35 36, 37: 38: 39 40 mow-r w. 75.m-9pt SUMMARY SHEET eoa1110 NO. 6 Cwt. k!d Bnmn ilight Clay 8ind.r and Few klfum Grmlns, Pcesibly kosiorml wagule Contact Dips Aqprox- mtely 15” IO East, Light 0th md Rod 8rown,Moirt,Vory Fira :hin l/4 Inch Platic Clay%~ Nps W 5 2U' E, Oliva :ew Limo Gmontod LonW SliTY FINE SAND CLAY TO CLAYSTONE > 0; f$ :3 >,c’ e - 41.7 16.7 50.0 28.3 Contlnud on Drawing No. 12 1.8 I z .- 7.1 3.1 35.: 11.: BENTON ENGINEERING, INC. I DRAWING NO. 11‘ I SUMMARY SHEET OORINO NO. 6 cent* . l . ::,.,. 1 PROJECT IYO. I I DRAWlNO NO. 75-10-5x BENTON ENGINEERING, INC. 12 -- ~- -~ -- ..- - - -. - -- f’ yo; $3 0 - - I ,...~ - SUMMARY SHEET BORING NO. ‘7 ELEVATION 150.0’ hk N, SlightIy MOW, .oae F&E SANDY CLAY 1 Vuy Firm x Gmy Brown, Moist, Vwy Flm, Fmcture# :I I CLAYEY FINE SAND ClAYSTONE 8.1 I41 - 9’ .1 Ild - 14.4 14.4 - I 14,: 4.9 - 2.2 5.1 - !0.1 !3 .c - 99. W.1 - 31 .I w.: - 36.1 v9.i - I I I PROJECT NO. ORAWING No. 75-lG9aC BENTON ENGINEERING, INC. I 13 : 5 6 7 8 9 0 1 2 3 - -.~ ~. -~ -~. - - - - - - - -. -~ - - - - SUMMARY SHEET BORINa NO. ELEVATION 125.0' l rises of Fh Sand PRWECT NO. I I ORAWINO NO. 7%lo-9K BENTON ENGINEERING, INC. 14 -. - -- - - - - - - - - - - -. -~ - - SUMMARY SHEET SORING NO. ELEVATION - - - ..- - - - -. - - - - - - - SUMMARY SHEET WRINO NO. 10. ELEVATION BENTON ENGINEERING. INC. - -, - - - - - - - .-. -. - APPENDIX A-2 BORING LOG NOS. 11 THRU 21 BENTON ENGINEERING PROJECT NO. 75-lo-9BC .,s.. ..>. , ; 5 6 7 8 9 C 1 Ii II SUMMARY SHEET BORING NO.. 11 ELEVATlON 133.0* -- .- Brown, Moist, Loose I . 3 _ @ ,. y.- /h G In ., SC _ @ ‘..yC.. 0 . . I ray, Very Moist, Soft, terbedded with Clayey Fine md Mottled Lenses, ccosional Small Grovel SILTY FINE SAND 29.5 30.9 BE. 89. 1.6 =I cter @I IL 28.4' 94. -I “< [ 3.2 lturoted iown FINE SANDY CLAY I E - - - 1 I 1 ~’ 1 - 1 -~ -- _. - - 19.31 I ! ! 1.6 !4.8 l- !-- l- 1 / I ‘I I :, :’ i !; fi :I 1 I i s I I I I ! -223.2 99.91 i 3 Indicates Undisturbed Drive Somplc 23 Indicates Loose Bag Sample ‘Elevations were obtoined from 1”=200’ Scale Drawing No. 1 of this report .G ~-. . - moitcr NO ~NENGlNEERtNti. INC. OHAWNG NO, 1 18 75-lo-9BC I -- I El G .G L’ L: 14 l5 1: l8 I9 10 1 11 1 1; II 114 1 It 1:; 1 ‘1 1 l! 2t 1 z 0 ‘- YE SUMMARY SHEET gg & 0;g *z “5% BORING NO. 12 4, ELEVAT(ON 27o.o* ’ __- 0 d Brown, Moist, Loose, Topsoil SILTY FINE SAND Brown, Moist, Soft FINE SANDY ’ CLAY CLAYEY _- FINE SAND 1 I I ( 34.1’ 10.3!109.3i I / j j 1 , I -I I / 1 I I 1 -1 39.1: 10.7~110.51 j i f I ! I I I ,- SILTY t I FINE SAND I !- I I ! I t- i i- 7 Dips 16 North 35.71 10.9bl3.0 1 I I I I I I I 3~ i ?- i 3: I I II Light Gray to Light Yellow Brown, M&t, Very Firm, CLAYEY Thin Lense :INE TO MEDIUM SAND I I’ ! j 1/ 35.7 13. 16 .,2 rx;, ::~,I DRAKlNG NON BENTON ENGINEERING. INC. 19 a- I 2 :3- !4- 15 16 11 i2 3 ;4 !5 i6 17 8 9 ,O - SUMMARY SHEET BORING NO. 12 cont. 6 2 2 2 2 2 1 2 -1 2 I 2 2 2 3 3 3 3 3 3 3 3 3 3 4 .ight Gray to Light Yellow 3rown, Moist, Very firm SILTY. FINE SAND 0 SILTY :INE TO MEDIUM SAND bown, Moist, Very Finn &regular Gosional Contact) Cllive, Very Moist to Moist, Very Firm, Slight Dip to North, Neathered From Exposure, Fmcture Filled With Silty Fine to Medium Sand 16.1 - !8.: ‘4.1 i4.! CLAY Dark Olive, Moist, Very Firm Dips 45’ - N 60°W Thin Fmcture CLAYSTONE i i i- PROJECT NO, ORAWNC NO. 75-l o-9Bc BENTON ENGINEERING, INC. 20 - / ,’ if J L’ I:: 14: ss: 1;; la/ 1,:; 111: 1;:; 114: _I”’ 16. -II 1 1 i 1 -. - 7. 8’ :9, !O. - OEZ 4 ‘.: 6z i!Ez 0 i ” SdMMARY SHEET BORING NO. 15 ELEVATION 192.0 ’ - - >ark Grey, hid, Soit .ight Gray and Light Olive, Moist, Very Firm, With Some Fine Sand Micoceous Silt Lenses FINE SANDY CLAY (Merges) . SILrf CLAY 3.2 - 6.2 7.9 ‘7.9 19.5 i 1. Continued on Drawing No. 25 2.8 1122.1 5.6jIl2$ PROJECT NO I I DRAWING NO. 75-lo-9EC BENTON ENGINEERING, INC. 24 - .- ‘- I- - - - - - - J . PRO,ECT NO. 7%lo-9BC More Fine Sand SILTY CLAY 6.6 0.2 - 14.4 116.5 18.4 ill2.8 - - DRAWING NO BENTON ENGINEERING, INC. 25 2 3 4. 5 6 7. 8 9 IO I1 12 13 14 15 !6 ‘7 I8 9- !O - SUMMARY SHEET BORING NO. 16 ELEVATION 170.0” - ~,Brown, Moist, Loose, Topsoil ed Bran, Moist, Soft Interbedded Layers of Claystuu Silty Claystone and Cemented Lenses Olive, Moist, Very Firm CIAYSTON E CLAYEY FINE SAND FINE SANDY CLAY SlLrf CLAY (Memes) SILTY VERY FINE SAND SLIGHTLY SILTY ‘INE TO MEDIUM SAND - 8.1 2.5 14.1 - - 2.5 7.6 9.5 9.8 6.6 - - !7.7 $ a5 YdY >a S’ - - ,3 .: - !O.( - il.! Il.1 VHOJECT NO. 75-IO-9BC I BENTON ENGINEERING. INC. I DRAWING NO 26 ..~ SUMMARY SHEET BORING NO. 17 ELEVATION 178.0’ . I - >aark Olive Gmyc Moist, Soft Firm (Meraes) Dlive, Very Firm > 2k ;ij 57 & 0 - 9‘ .I 12.; . 1.4 :I( lo.1 3 CLAY - 9: 16.8 is 15.: I 1 7 6- 1 7: 1 8: 111. 12. 1 . 13. 14.. 1% 16- 17- 18- - IMerges) - - = Ilive, Moist, Very Firm Z - t 3.3 6.4 11’ 13.5 I 19- ‘20: .Ime Cemented Lenses - Xive, Moist, Very Firm r CLAY 2.7 6.8 I - 1 14.1 Ii;:; Continued on Draw 3 No. 28 1 75-IO-9BC * r NO. I I I -- q RAWNG NO. q RAWNG NO. BENTON ENGINEERING, INC. BENTON ENGINEERING, INC. 27 27 F 21 c 1 24 1 25 8 8 c-8 c-8 !ZFJ !ZFJ SUMMARY SHEET SUMMARY SHEET irr irr BORING NO. BORING NO. $2 $2 17 (t&t.) 17 (t&t.) d d = &ive, Moist, Very Firm, = &ive, Moist, Very Firm, = Gradually changed into Silty = Gradually changed into Silty CLAY CLAY = Fine to Mediun Sand = Fine to Mediun Sand Merges) * Merges) * Light Light Brown and Light Yellow Brown and Light Yellow SILTY SILTY FINE TO MEDIUM FINE TO MEDIUM SAND SAND 1 1 . - _ ..- ,, : ~.,~ ..~ r NO. I I ORAWING NO. PRO BENTON ENGINEERING, INC. , 28 SUMMARY SHEET BORlNG NO. 18 . ELEVATION 7% a Slightly Moist, Loose, R Red Brown, Moist, Mediun . . . . . . . . . Firm . . . . . . SILTY FINE SAND CLAYEY FINE SAND Yellcw Brmvn and Red Brown, 6. 7, 8. i’ 1 - ~ Light Olive, Moist, Very Firm CLAYEY :INE TO MEDIUM SAND 9 10 11 12 13 14 15 16 17 I I 3 Glossy Fractures CLAYSTONE 4.6 I’ 8.i 7.6 8.4 18 i 1 Dark Olive 19 20 c9 w. Continued on &awing No. 30 PROkCT NO. I I. ORAWNG NO. 75-lo-9BC BENTON ENGINEERING, INC. 29 SUMMARY SHEET BORING NO. 18 (Cwt.) Olive, Moist, Very Firm, Fractured 6 32- L - 35 - 1 - 36- B / CLAYSTONE Continued on Drawing No. 3 1 15.0 ‘4.6 j0.C i : e II 1’ ‘a , _,: PROJECT NO. I I ORAWNG NO. - 7%lo-98C BENTON ENGINEERING, INC. 30 d ,a; 42 - 1,: l4- 15 16. 17 18. 19 50 Puojrcr NO. 7%lo-98C SUMMARY SHEET BORING NO. 18 (Cont.) hk Olive, Moist, Very Firm, ‘roctured CLAYSTONE fellow Brown, Moist, Very :irm, Few Coorse Grains SLIGHTLY SILTY FINE TO MEDIUM SAND Werges) Xive Groy, Moist, Very Firm SlLl-Y I FINE SAND (Irreaulor Contact) >ark Olive, Moist, Very Firm Wewes) ClAYSTONE 6.6 - - 8.2 15.8 116.: BENTON ENGINEERING. INC. I DRAWING NO. 31 5, 6, 8. 9 16 18 G 3 PROJECT NO. 75-lo-98C SUMMARY SHEET BORING NO. 19 ELEVATION 256.0’ ’ Brown, Slightly Moist, Loose, \Tcpsoil Moist ted Brown, Moist, Very Firm Light Groy ond Light Yellow Brown, Moist, Very Firm (Slightly lnegulor Contact) Olive, Moist, Very Firm Continued on bw SILN FINE SAND CLAYEY FINE SAND SILTY FINE SAND CLAYSTONE lg No. 33 - i3.0 c i i ~ I.1 I I I i 1 - 8.7 5.8 8.7 15.8 - ?9.C DRAWING NO BENTON ENGINEERING, INC. 32 SUMMARY SHEET BORING NO. 19 (COllt live, Moist, Very Fim PROJECT NO. 75-lo-98C ,.) . I ClAYSTONE ’ CUafF) CLAYSTONE CLAYSTON E r 2 1 3 6.6 #5.0 ‘1.7 It.! 19.8 pO9.l 18.: , I , 2.. 3 3 - - - I DRAWING NO. BENTON ENGINEERING, INC. 33 - c 2 Y, z k $ I 1: L . 2 1. il 1: 1: 1 8 l9 j:p 12 -! 13 _ 1 I - 1 - i : 14 I5 I6 I7 I8 I9 ta SUMMARY SHEET BORING NO. 20 ELEVATION 276.0’ ’ &mm, Moist, Loose, Topsoil ,&awn, Moist, Soft Red &own, Moist, Firm Light Groy and Light Yeiiw Brown, Moist, Very Finn SILN FINE SAND :INE SANDY CIAY / CLAYEY FINE SAND SILTY FINE SAND Continued on bowing No. 35 !7.6 7.6 2.6 ‘1.8 PROJECT NO. I DRAWING NO. 75-IO-98C BENTON ENGINEERING, INC. 34 i I7 I’ I !- ! 4 ;- - -~ 30 - 31- _ 32 - SUMMARY SHEET BORING NO. 20 (hit .) Light Groy and Light Yellow &awn, Moist, Very Firm SILTY FINE SAND CLAYSTONE > 06 Et is Iv* ;i 0 - io.2 17.: 10.2 - 11.7 ,g :c,: ;s,r II 0.i 7.i 3.c - 7.5 PROJECT NO. I 75-IO-98C _. I DRAWING NO. EENTON ENGINEERING, INC. 35 -. - -. - - - - -- I - - - - - - - APPENDIX A-3 BORING LOGS BENTON ENGINEERING PROJECT NO. 75-l-20BC - - - - - _ . ..~ - - -. ,-. -- - - .-~ - - E z t : 0 1, 2 3 4 5 6 7 8 9 a 1 ;i :3 14 u I4 ,.: ;!a * I- t c I- P ‘I ‘:. :: El 0 0 q 0 0 - SUMMARY SHEET BORING NO. 1 ’ El EVATION lm.0’ l Groon-bolwn QldBrown, Sli#htly Mow, Loca, CIUY Lmua Evbdium Ftrm FINE SANDY CLAY Grmn-bmwn md Blown, Slightly Moirt, Madium Firm, 20 perc8nt Graval to 2 Inchar Olren-twwm end Brown, Slightly Moist, Medium Fin, OcccOional Lensn of Cluyey Fine k Akdlum Sand end ~RBcket8 of Clay Gmm-brown ad Brown, Slightly MOW, Medium Firm, 20 Purcent GTad and Cobbla to 4 ~nchu Light Groon-lxwn k Li&t Gmy, Moist, VVy Firm, Contact Dlp 2(P ot S s E GRAVeLY FINE SANDY 1 CLAY FINE SANDY CLAY aNeLY FINE SANDY CLAY CLAY Contlnuod on Dmwlng No. 3 8 - lndicata LOOM BqJ SanplL - lndlcohs Undir~ Rfvo Sanplo 4.9 6.5 2.7 17.1 I1 .I 8.1 6.8 - t - Elovatlm ahown wuu cbtuhd by tntwpolation ktwen aontwr lirw QI Rick W-b Dmwfw No. J=, dahd cC7),,..,,, ~~‘~?xj;/:,,:., ..>:. , I I ORAWNG NO. BENTON ENGINEERING, INC. 2 - -~ _- _. .- - -~ -. C~ - - - f $i SUMMARY SHEET BORING NO. ,y 1 (c0lbt.j 0 Lieht ban-brwm b ueh, Gw, M8b v-v nm CLAY 5. =:= yg g? %” - 21 .l 1o.c 29.2 - Il.! IS.! IS. - . 16.’ 12.7 , a’:’ s; !szy 44 8 -ITI fjiE :ci -. I DR*;vING NO. BENTON ENGINEERING, INC. 3 . - - ) t ._ -~ __ - -~ ~- -~ .- - _- - -. - -~ f -a -I; SUMMARY SHEET GORING NO. 5 ’ I ELEVATION 15J*(y ch oudsown, Slightly Moist, filn, Gypl +!EGa um - ii s!z ma Ital - rf IS nlm GrGGnh, bowncmd Yoll~, Moist, vwy Fhl With Fine b Odium Sod 1 Light Brown, Moist, Vwy Firm, Slight Clay Bindor 1 hk Bmwn ald GrGGnh, Abirt, Vay Finn I SANDCLAY -. _ . Contifnmd m Drawi* No. 10 CLAY SILTY CLAY SILTY CLAY NTERBEDDED WITH CLAY :NE TO MEDIUEU SAND Wgu) INTERBEDDED JLTY CLAY, CLA AND FINE - 16.2 PNOJCCT NO. I DWNVING NO. .3S442f$ BENTON ENGINEERING, INC. 9 - - __ - - -. ..- - -, - - -~ - - ‘. iid SUMMARY SHEET , BORING NO. 5 (C-t*) DakBlwmmdGrGG~, Moist, vay Fhl -7 S lM@BEDDED ‘ILTY CLAY, CLR Light Ydlow-bmvn, Moist, vary Finn Light Ydlowdmwn, Moist, rFin I SILTY FINE MD (-1 SILTY CLAY SILTY FINE SAND (MGrgGs) SILTY FINE TO MEDIUM SAND &d ICY 2 I; > . 0 - 39.1 50.1 16.2 - - 17. - - - - - - ?RO.iECl NO. 75-l-2= I I DRAWING 110. EENTON ENGINEERING, INC. 10 - - - _-. - - -_ .- - -~ -1 J I J - - - - - - - J, . SUMMARY SHEET BORING NO. 6 ’ ELEVATION 1 12*@ m h+% ba+, Slightly Rwou M&urn Firm SILTY FINE SAND , - 9.7 1.6 Dmk Gmy, M&t, Firm, Contact k Shrink- Cracks Filled with Silv Fine Send i9.e 22.1 SILTY CLAY ----.. -. --.- I BrownandG ,,m 1.6 !O .i CLAYEY FINE SAND Brown and Grcpbrown, kh~rad, j&d{m Fin, Occoiond Grmd to 1 Inch FINE SANDY CLAY INTERBEDDED WITH CLAYN FINE SAND 3.2 •~.~,, ..,.. I3 ‘.’ ‘.” . . . . ._,_ . . . . . . . . . . . J . . . . . . . ~ El Contlnuod on Drawing No. 12 mOdEEl NO. DRAWING NO. ;Ic1-2.2ogc BENTON ENGINEERING, INC. 11 a - - - - - - .- - - ci - ! .-I 1 - - - - - -1 n i ; ; I I I I I I I SUMMARY SHEET GORING NO. 6 (CO& - u m, sohrdrd, ~lull Rtm, OcwkmdGmdkllnd~ I . - . I FINE SANDY CLAY INTERBEDDED WITH CLAYEV PINE SAND I - CM*IECI NO. I “Fl.li~!NG lu”. I ‘7544au BENTON ENGINEERING, INC. 12 - - - i 'L '1 L 1 L 1 1 b i 1 1 I i 1 ;, I: 2. 9. t 5 b 7 SUMMARY SHEET GORING NO; 7 PLEVATION 161.0 CLAY 0 a 0 . . ,...._.. zzzl . .;. ?i. dc 3 gY 2lc a - 4.5 4.5 1.t 6.4 flNE SANDY CLAY GRAVELLY :LAYEY FINE TO MEDIUM SAND 1 i 1 1 1 1 52 z la.1 - Yt 23 +I 6a iI rii - 9.8 ‘1 .a m. 16.: @;W a ‘.~.. /.., ~. .., . ..~.... ,q . . . . ~.. , FlNE SANDY CLAY LNTERBEDDED WITH CLAY AND CLAYEY FINE SAND 4.5 8.4 I I . I, ! ConHnwdoll Drawtng No. 14 I ,: C~ ~,a ,.:, , 1 $tt DRAWING NO. BENTON ENGINEERING, INC. 13 e I - i 4 I - - - - .- .- .- - - - - - - - SUMMARY SHEET BORING NO. 7 (cord;) NGINEERING, INC. L 3! [ 0 1. 0 3 4 5 6 7 8 ,? 0 1 2 3 4 5 6 7 8 9 I8 a E 2 3 8 3 E 0 8 $f SUMMARY SHEET GORING NO. 8 * E‘E”;TION p1.p i I 1 berm, Sllgbdy MOR), baa Yollow4mwl, MalEt, vay pm Light Brewu, Slightly Abis?, vary Rfm, FmhrGd SILTY FINE SAND CLAYW FINE SAND SILTY FINE SAND CLAYEY FINE SAND cmtinwd on w No, 16 - 8 .! 16. 21. 6.7 1o.t 3.2 F.8 MOJECTNO. ~. I LmAWNG No. ;. 75444Bc BENTON ENGINEERING, INC. 15 e - - - - - > SUMMARY SHUT *i 2% BONING NO. 8 (CGNt.) a ft gt Li@hrGra)r,M&r,vmymln . . . . . 27.6 13.7 112:s . . . . . 2 . . . . . . . . . . . . . . . . . . . . I 8 ! 4 I i . ;_.._ . i . :: ;:i '., 5, ; 3ENTON ENGINEERING, II&. DRAWING NO. 16 - - - - - - - - - - - - - ,- APPENDIX A-L CONSOLIDATION DATA BENTON ENGINEERING PROJECT NOS. 75lo-9BC 8. 75l-20BC Y... ., .y:;;:- ~; ~.~ ,i, - - L L L L 1 L L 1 1 * = J e 2 ei r- 51 $ Y 1 3 P 0, CONSOLIDATION, CURVES LOAD IN EWE IER SOUARE FOOT 2 02 04 G6 OS IO 2 4 6 I) to j Boring 1 Sample 4 * .---- . - . _ _ -~ . . - -- -.,. --_~__- ---.- - --- - - -- . -. -~.- .-. - . --_. .-... _&.~ - I _-_.. .____~ -. -- ----- -_ I : 7-- I I I / / ; ! 1 \ j ! ( : --- ~ : 1 I i Iii; -:--- : ; T ! i_d ! i ’ , 1 -A- -.__ ---L-- - __ 1 ; i +z;: o Indicates percent consolidation at field rr.oisture ‘< l Indicates percent consolidation after saturation PROJECT “0. oRAwlmo NO. 7%lo-9BC BENTON ENGINEEAING, INC. 38 - - - - - - - - - - - - - CONSOLIDATION CURVES LOAO IW IWS ?ER MUARE COOT O"i' 0.4 0.6 0.0 1.0 2 4 6 s IO I I I I1111 I smPl.3 IbrIng 1 1 2 3 4 3 z5 0 E i6 37 % i” ijl I F2 33 u 4 5 o Indicates percent consolidation ot field moisture l indicates percent consolidation after soturotion l ROJKCT no. ORAWIWS il0. 75-r&@c I BENTON ENGINEERING, INC. I 17 CON~OLlOATlON CURVES , LOAD IN KIPS PCK BOUARL COOT +I” 0.4 0.6 0.6 I.0 2 4 6 I 6 I p&a’! I ! -r . ! I I P Q +1 L &&!3 k&l;* 0 . 1 ’ ! . / I 2 : g3 r: z % ?i J5 8 6 E :: !+1 I go 11 0 2 3 4 ---I, f I YB 5: I ?KOJLCT NO. 7Sl-203c o Indicates percent consolidation ot field moisture ’ l lndicotrs percent consolidation after soturotion GENTON ENGINEERING, INC. I onAwl*o no. 23 CONSOLlDATlOl’4 CURVES LOAD IK KIPS PKK SWIRL fOOT I I . . o Indicates percent consol idotion at field moisture l Indicates percent consolidation after saturation COOJECT NO. ORAWIIIO NO. 6 75-l-203c GENTON ENGINEERING, INC. 29 APPENDIX B-l GEOSOILS, INC. BORING LOGS W.O. 810-OC, APRIL 3, 1981 TRENCH LOGS W.O. 81OOC - - .- ,- - - - - - - - - - - - .- - - - C. 0 BORING LOG SEB-13 ^. .-..- - __- -- _- ,-- ,^_ GLltNTuaOn W.O.81o-oc DATE DRILLED l~/~~J/“u LOGGED BY&T. PROJECT’l.aCosta. SURFACE ELEV. DRIVING WT. J&lb. 30”drop Clay, blackish brown, some medium grained Sand, moist, soft at surface, grading firm to stiff. Sandy Clay, dark brown, moist to wet, stiff. Groundwater. Clayey Sand, light brown, medium grained, wet and medium dense. Clayey Sand, light brown, coarse grained, locally gravelly, wet and dense. Sandy Claystone, olive green, weathered, wet, very stiff. Total Depth 31 feet. $ $ 0. 7 !: ‘rr 2: 3; 2: 2: E ii 5 3 i 3E ot Df 11 I.0 1.3 _ L-0 - 5.3 -. - ,- - - - - - - - - - j I - - I - j - - - BORING LOG=+14 CLIENT Daon W.O.-C DATE DRILLED 12/k/ 0” LOGGED BY --.‘l‘- PROJECTLaCostn SURFACE ELEV. DRIVING ~~,1401b. 3O"zp - F ii !5 z k 0 0 - - - - 5’ - - - - 40, - - - 45 - - - '2( - -2: - - - - -7, Sandy Clay, mottled dark gray brown and greenish brown, caliche - stringers, medium grained sand, plastic, very moist, soft to firm. Grades to Clayey Sand, gray brown, moist, medium dense. Grade back to Sandy Clay, gray brown, moist, firm to stiff. Groundwater. Clay with thin lenses of Sand, light brown, medium grained Sand, wet, stiff. Sandy Clay and Clayey Sand, green- i ch “F-Z,“. fi nn to medium Sand. wet - 1! 96. 6.9 9.8 14.1 Daon Corporation .- - 22 Test Pit # Depth (ft.) 21 0.0 - 2.5 Description TOPSOIL: Sandy Clay, dark brown, fine grained Sand, deep desiccation cracks present on surface, dry to slightly damp, hard. 2.5 - 16.0 BEDROCK: Interbedded Sandstone and Siltstone, Sandstone predominates light greenish-brown, very fine grained, friable, damp. Bedding indistinct, irregular lower contact. Siltstone brownish-green, fractured, moist, hard. Lense of coarse sand and pea gravel within a Silty Clay matrix. 0.0 - 255 TOPSOIL: Sandy Clay, dark brown fine grained Sand, deep desiccation cracks present on surface, dry to slightly damp, hard. W.O. SlO-oc TEST PIT LOGS 23 24 - 2.5 - 6.0 BEDROCK: Siitstone; brownishigreen, hard; moist, fractured. 0.0 - 1.5 TOPSOIL: Clayey Sand, dark yellow- brown, fine grained Sand, dry to damp loose to medium dense. 1.5 - 4.0 BEDROCK: Sandstone, mottled pale yellow-brown and reddish-yellow- brown, friable, damp, dense. 0.0 - 2.0 TOPSOIL: Silty Clay: dark gray- brown, deep desiccation cracks, dry, blocky. 2.0 - 4.0 BEDROCK: Claystone, brownish-green, fractured with some infilling of iron oxide and gypsum, weathered at upper contact, damp, stiff tohard. - ‘I CcaSailr. tnr. - - - Daon Corporation Test Pit # 25 . 26 0.0 - 0.5 W-0. ElO-OC TEST PIT LOGS (continued) Depth (feet) 0.0 - 1.0 Description TOPSOIL: Silty Sand, medium yellow- brown, fine grained, dry to damp, loose to medium dense. 1.0 - 6.5 BEDROCK: Sandstone, light yellow brown, damp to moist, lower contact very gentle, irregular. @ 2.5' Claystone, brownish-green, some very fine grained sand, stiff to hard, wet at upper contact, becoming moist with depth, in- fillings of gypsum, Mn02 staining, fractured. 0.5 - 6.0 @ 2.5' TOPSOIL/COLLWIUM: Silty Sand, medium yellow-brown, fine grained, dry to damp, loose to medium dense. BEDROCK: Sandstone, yellow-brown, dry to damp, irregular lower contact, Claystone, brownish-green, slightly silty at upper contact, becoming drier (moist), wet with depth, firmto hard, infillings of gypsum along fractures, : GcoSoiIs. Inc. _.. - 7 - - - - - - -. - - _- - - - -~ APPENDIX B-2 CONSOLIDATION DATA GEOSOILS, INC. W.O. 810-oc . I I - - GeoSoiL, Inc. CLIENT &w W.O. No. SIO-OC Date: g-3-81 Boring/Trench No. st3 Depth 5 Fi CONSOLIDATION - PRESSURE CURVE NORMAL PRESSURE KIPS per Sq. Ft. PLATE 5 - GeoSods, Inc. CLIENT- W.O. No. 910~oc Date: J-3- 01 Boring/Trench No. a-13 Depth IO Ft CONSOLIDATIO# - PRESSURE CURVE NORMAL PRESSURE KIPS per Sq. Ft. PLATE 6 - -- GeoSoiL Inc. CLIENT-U W.Q. No. Q’lO-Cc Date: Y-3-81 Boring/Trench No. a-13 Depth IS Ft. CONSOLfDATIO# - PRESSURE CURVE NORMAL PRESSURE KIPS per Sq. Ft. PLATE 7 -. - - - - CONSOLIDATION - PRESSURE CURVE GeoSoiL, Inc. CLIENT ti W.O. No. 810 Date: +G Boring/Trench No. MPth Ft. NORMAL PRESSURE KIPS per So Ft. PLATE * - -. .~ -~. .- - - .~ .~_ - -.. _~ .- - GeoSoiIs, Inc. CLIENT-J&,., W.O. No. 810 Date: Y-3-9r Boring/Trench No. &Pf Depth ;I0 Ft CONSOLIDATIO# - PRESSURE CURVE NORMAL PRESSURE KIPS per Sq. Ft. PLATE g -. -~~ .,- .~ - -. . -_ l TIME CONSOLIDATION CURVE W.O. *lo CLIENT m PROJECT Lh- BORINS NO. s “3 PRESSURE INCREMENT FROM ai- KSF TO 2,’ KSF DEPTH s 100.00 IO.0 121.00 I I .o 144 .oo 12.0 VTIME IN MINUTES f - t I .- l TIME CONSOLIDATION CURVE w. 0.8’0 CLIENT bW PROJECT-BORING NO. s-‘3 PRESSURE INCREMENT FROM x KSF TO L KSF DEPTH lo 121 .oo I I .o 144.00 12.0 4 r I I I I I I I I I I I I VTIME IN MINUTES -~ ~. ..~ ..- _. - - -- .- - -- .- - .~. - _~ I~ -. - &ig$@gc. l TIME CONSOLIDATION CURVE w. 0. ‘3’0 CLIENT- PROJECThh BORING NO. B-j3 PRESSURE INCREMENT FROM 1+3 KSF TO L KSF DEPTH Is I a>- w I I I h I UJ I I m IYI I VTIME IN MINUTES _~ .-. _. -. -. _ ~. .-. .- - ,.~ - -~ -~ -~ - l TIME CONSOLIDATION CURVE I W. 0. 9’0 CLIENT- PROJECT-BORING ND. B-w PRESSURE INCREMENT FROM a KSF TO d KSF DEPTH 5 VTIME IN MINUTES -_ I .- I _ I -. I in. I - I - I I I -~ I -. I .- I I .,- I _.~ I -~ I I - I -. I . TIME CONSOLIDATION CURVE W.O. Q’O CLIENT- PROJECT-BORING NO. 3-!u . PRESSURE INCREMENT FROM &!& KSF TO & KSF DEPTH ao COMPRESSION VTIME IN MINUTES r-~- .-. ,- .- -.. .- I I- ..,. I -- - I - I I - -.. I -. -~ -~ I -. G@s’&. l ilME CONSOLIDATION CURVE W.O. 8’0 CLI ENTAU PROJECT- GORING NO. s-Iv PRESSURE INCREMENT FROM I KSF TO 1 KSF DEPTH 30 VTIME IN MINUTES -.. - -~ - -. - _- - - - -. - -~ -~ . APPENDIX C-l PRELIMINARY CALCULATIONS RE: APPARENT SHEAR STRENGTH PARAMETERS AND LANDSLIDE MITIGATION MEASURES SHEPARDSON ENGINEERING ASSOCIATES, INC. S.E.A. 110175 I ( I 1 I 1 I I I / I ) I I I I I , I I I I I I I I I I I I I I I 2 9 4 tb. AXi No. Ad A5 Au B I I7 “~~. I I - , I ; ,., b! ‘%A, \ _ ,_ . j/p,, _~ .+;,~>;J~.~~ : SHEPARDSON ENGINEERING ASSOCIATES. Inc. w t: DATE _ -, ~ 1 l”, * :! ‘, JcerKl &‘:-: il, :/--, 1~‘~ . 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SAW CUT FILL WITH FLEXIBLE CRACK FILLING COMPOUND ;; it+=- (AS RECOMMENL~ED /IV REPORT -TYP.) ,- ~’ LA COSTA SE18 - SE21 SHEPAFDSGN ENGINEERING w Inc. - BY DES DATE L/21/81 WEAKEND PLANE JOINT DETAIL JostKl. - 110175 FIGURE “A” JOB NO. 110175 DATE b/21/81 -. - - - - - - -. -- - - RECOMMENDED GRADING SPECIFICATIONS GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing and compacting fill soil to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary soil investi- gation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. INSPECTION AND TESTING A qualified soil engineer shall be employed to inspect and test the earthwork in accordance with these specifications. It will be necessary that the soil engineer or his representative provide adequate inspection so that he may state his opinion that the work was or was not accomplished as specified. It shall be the responsibility of the con- tractor to assist the engineer and to keep him appraised of work schedules, chances and new information and data document the ba&s for his opinion. so that he may If, in the opinion of the soil engineer, substandard conditions are encountered (such as questionable soil, poor moisture content, inadequate compaction, adverse weather, etc.), he will recommend that it be corrected or recommend rejection of the work. Soil tests used to determine the degree of compaction will be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content: A.S.T.M.D-1557-70 Density of Soil In-Place: A.S.T.U.D-1556-6L PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris shall be removed, piled and burned ‘or otherwise disposed of. After clearing, the natural ground shall be scarified to a depth of six inches, brought to the proper moisture content, compacted and tested for the minimum density specified in the Special Provisions of the recommendations contained in the preliminary soil investigation report. When ‘the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent soil condition. -. -. -~. ,-~ -. The lower bench shall be at at least six feet wide. The compacted prior to receiving JOB NO. 11’3175 DATE .4/21/81 least ten feet wide and all other benches horizontal portion of each bench shall be fill as specified hereinbefore for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the soil engineer. FILL MATERIAL Material placed in the fill shall be approved by the soil engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine materials to fill the voids. The definition and disposition of oversized rocks, expansive and/or detrimental soils are covered in the Special Provisions. Expansive soils, soils of poor gradation or strength characteristics, may be thoroughly mixed with other soils to provide satisfactory fill materials but only with the explicit consent of the soil engineer. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed six inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to a minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary soil investigation report. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interupted by heavy rains, filling operations shall not be resumed until the proper moisture content and density of the fill has been achieved. Damage resulting from weather shall be repaired before acceptance of work. UNFORESEEN CONDlTIONS In the event that conditions are encountered during the site preparation and construction that were not encountered during the preliminary soil investigation, SHEPARDSON ENGlNEERlNG ASSOCIATES, INC. should be notified immediately to permit evaluation and submittal of alternative recommendations as required. We should also be notified of any signifi- cant changes in the proposed site grading. : ,- r- ‘I - - - JOB NO. 110175 DATE .!,/21/81 RECOMMENDED GRADING SPECIFICATIONS SPECIAL PROVISIONS The minimum degree of corn action to be obtained in comp,acting natural ground, inThe compacted fib in the compacted backfill, shall be 90 percent. Detrimentally expansive soil is defined as soil which will swell more than 3 percent against a pressure of 150 pounds per square foot from a condition of 90 percent of maximum dry density and optimum moisture content to saturation. Oversize fill material is defined as rocks or lumps over six inches in diameter. At lem percent of the fill soil shall pass through a #L U.S. Standard Sieve. r j - ‘, UNIFIED SOILS CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL I. COARSE GRAINED - More than half of material is e than No. 200 sieve size. - IL GRAVELS - More than half of coarse fraction is larger than No. 4 sieve size but smaller than 3”. CLEAN GRAVELS GW GRAVELS WITH FINES (Appreciable amount of fines) SANDS - More than half of coarse fraction is z than No. 4 sieve size. CLEAN SANDS SANDS WITH FINES (Appreciable amount of fines) FINE GRAINED - More than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS (Liquid Limit less than 50) SILTS & CLAYS (Liquid Limit greater than 50) , c Lo. HIGHLY ORGANIC SOILS GP GM GC SW SP SM SC ML CL OL MH CH ,OH PT TYPICAL NAMES Well graded gravels, gravel-sand mixtures, little or no fines. Poorly graded gravels, gravel sand mixtures, little or no fines. Silty gravefs, poorly graded gravel- sand-silt mixtures. Clayey gravels, poorly graded gravel- sand, clay mixtures. Well graded sand, gravelly sands, little or no fines. Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded sand and silt mixtures. Clayey sands, poorly graded sand and clay mixtures. Inorganic sifts and very fine sands, rock flour, sandy silt or clayey-silt- sand mixtures with slight plasticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, Jean clays. Organic silts and organic silty clays of low plasticity. Inorganic silts, micaceous diatomaceous fine sandy or silty soi:, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils.