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1998-5491 G Street Address _~L0-5" Category I (?0507 Serial # o1/q / f7 Name Description Plan cl<. # Year I ~eI ~nee.'~ ri-;.an!/, /l.c: I Wayne W. Wheeler, P.L.S. Dennis R. McCarty, P.L.s. Phuoc V. Pham James A. Laret, P.E. CIVIL ENGINEERING . LAND PLANNING . SURVEYING . G.P.S. SURVEYING July 15, 1998 Mr. Hans Jensen City of Encinitas 505 So. Vulcan Encinitas, CA 92024 ~ Re: Drainage Review Letter, 5491-G Grading Plan Dear Mr. Jensen: Your Engineering Department has asked for a Hydrology Study for the above-referenced grading project. The site lies on the southeasterly side of Manchester Avenue. The contributing drainage basin which will impact the area of the property proposed to be graded is basically from the centerline of Manchester Avenue southeasterly. The site is proposed to be bisected by a 20 foot wide driveway which will have installed a 10 fool wide concrete dip section to pass upstream storm flows across the road. The basin is about 2.0 acres in size and will generate approximately 3.8 CFS during the 100-year storm. The dip section and down stream rock rip rap are adequate to carry these maximum expected flows. The riding ring will be drained to its southeasterly corner and discharged in a D-75 concrete ditch into a rock rip rap system. The expected 1 OO-year storm flows to this system are approximately 1.4 CFS. This concrete down drain and rock rip rap are adequate to handle this rate of flows. By observation, the contributing consequence and the minor dra' for th . intend uses. ba . s to the areas to be graded are of minor stems and erosion control devices are adequate ATA\LETTERS\719DRAIN.AGE 5708 Calzada Del Bosque P.O. Box 9661 Rancho Santa Fe CA 92067 6197569374 FAX 6197564231 I I I I I I I I I I I I I I I I I I I BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 1 Clarke N. Sinn P.O. Box 2187 Rancho Santa Fe, California MjJR 6 Subject: GEOTECHNICAL UPDATE Manchester Avenue Encinitas, California 92024 Reference: GEOTECHNICAL INVESTIGATION PROPOSED CHURCH AND RESIDENTIAL SITE MANCHESTER AVENUE ENCINITAS, CA Prepared by Southern California Soils and Testing Dated 5/3/89 Gentlemen, In response to your request, we have reviewed the above referenced report in regards to the development of the referenced property. This evaluation is based on a site inspection, review of pertinent geotechnical data and subsurface exploration consisted of borings to 15 feet below grade. SITE CONDITIONS Based on a visual inspection of the subj ect property and the adjacent properties, the site conditions remain essentially the same as those disclosed in the referenced report. CONCLUSIONS AND RECOMMENDATIONS General Based on our review, the reconnendations presented in the referenced report are compatible with the geotechnical conditions on the site. Final building plans should be reviewed by us prior to footing excavation. Gradinq See grading attached grading specifications. INSPECTIONS AND DENSITY TESTING All footing excavations should be inspected by a representative of this firm prior to the placement of steel. Fill should be placed while a representative of this firm is present to observe and test. All of the applicable recommendations in the referenced geotechnical report should be implemented during the construction phase. I I I I I I I I !I I I I I I I I I I I August 18, 1998 W.O.#P-1620 page 2 If you have any questions, please call us at 760.753.9940. I I I I I I I I I I I I I I I I I I I APPENDIX B RECOMMENDED GRADING SPECIFICATIONS GRADING INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled and placing and compacting fill soil to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report are a part of the recommended grading specifications and would supersede the provisions contained herein in case of conflict. INSPECTION AND TESTING A geotechnical engineer should be employed to observe and test the earthwork in accordance with these specifications. It will be necessary that the geotechnical engineer or his representative make adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the geotechnical engineer. It should be the responsibility of the contractor to assist the geotechnical engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide the memorandum to the owner and governmental agency as required. If in the conditions inadequate contractor remedied. opinion of the geotechnical engineer, substandard such as questionable soil, poor moisture con1~rol, compaction, adverse weather, etc. are encountered,< the should stop construction until the conditions are Unless otherwise specified, fill material should be compacted by the contractor while near the optimum moisture content to a density that is no less than 90 percent of the maximum dry denSity determined in accordance with ASTM Test No. D1557~78 or other density test methods that will yield equivalent results. CLEARING AND PREPARATION OF AREAS TO RECEIVE FILL All trees, brush, grass and other objectionable material should be collected, piled and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance, free from unSightly debris. I I I I I I I I I I I I I I I I I I I APPENDIX B Page 2 All vegetable matter and objectionable material should be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils should be removed or compacted to the depth determined by the geotechnical engj.neer. The surface should then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal to 1 vertical), the original ground should be stepped or benched as shown on the attached plate. Benches should be cut to a firm, competent soil condition. The lower bench should be at least 10 feet wide and all other benches at least 6 feet wide, ground slopes flatter than 20 percent should be benched when considered necessary by the geotechnical engineer. FILL MATERIAL Materials for compacted soil should consist of any material imported or excavated from the cut areas that in the opinion of the geotechnical engineer is suitable for use in construction fills. The material should contain no rocks or hard lumps greater than 12 inches in size and should contain at least 40 percent of material smaller than 1/4 inch in size. (Materials greater than 6 inches in size should be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks will be permitted.) No material of a perishable, spongy or otherwise improper nature should be used in filling. Material placed within 36 inches of rough grade should be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3 percent when compacted (as specified later herein for compacted fill) and soaked under an axial pressure of 150 psf. Potentially expansive soils may be used in fills below a depth of 36 inches and should be compacted at a moisture greater than the optimum moisture content for the material. PLACING, SPREADING AND COMPACTING OF FILL Approved material should be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer should 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 to a minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. Compaction should be continuous over the entire area and the equipment should make I I I I I I I I I I I I I I I I I I I APPENDIX B Page 3 sufficient trips to ensure that the desired density has been obtained throughout the fill. When moisture content of the fill material is below that specified by the geotechnical engineer, water should be added by the contractor until the moisture content is as specified. When the moisture content of the fill material is above that specified by the geotechnical engineer, the fill material should be aerated by the contractor by blading, mixing or other satisfactory methods until the moisture content is as specified. The surface of fill slopes should be compacted and there should be no excess loose soil on the slopes. UNIFIED SOIL CLASSIFICATION Identifying Criteria Group Symbol Soil Description COARSE-GRAINED (more than 50 percent larger than #200 sieve) Gravel (more than 50 percent larger than #4 sieve but smaller than three inches) Non-plastic GW Gravel, well-graded gravel-sand mixture, little or no fines GP Gravel, poorly grad- ed gravel-sand mix- ture, little or no fines GM Gravel, silty, poor- ly graded, gravel- sand-silt mixtures GC Gravel, clayey, poorly graded, grav- el-sand-clay mixture Sands (more than 50 percent smaller than #4 sieve) SW Sand, well-graded, gravelly sands, little or no fines SP Sand, poorly graded, gravelly sands, little or no fines I I I I I I I I I I I I I I I I I I I APPENDIX B Page 4 SM Sand, silty, poorly graded, sand-clay mixtures FINE-GRAINED (more than 50 percent but smaller than #200 sieve) Liquid limit less than 50 ML Silt, inorganic silt and fine sand, sandy silt or clayey-silt- sand mixtures w.i th slight plasticity CL Clay, inorganic clay of low to medium plasticity, gravelly clays, sandy clays, sil ty clays, lean clays Liquid limit greater than 50 OL Silt, inorganic, silts and organic silt-clays of low plasticity MH Silt, inorganic, silts micaceous or diatomaceous fine, sandy or silty soils elastic silts CH Clay, inorganic, clays of medium to high plasticity, fat clays OH Clay, organic, clays of medium to hig.h plasticity HIGHLY ORGANIC SOILS PT Peat, other highly organic swamp seils I I I I I I I I I I I I I I I I I I I APPENDIX B Page 5 INSPECTION Observation and compaction tests will be made by the geotechnical engineer during the filling and compacting operations so that he can state whether the fill was constructed in accordance with the specifications. The geotechnical engineer will make field density tests in accordance with ASTM Test No. D1557-78. Density tests will be made in the compacted materials below the surface where the surface is disturbed. When these tests indicated that the density of any layer of fill or portion thereof is below the specified density, that particUlar layer or portion should be reworked until the specified density has been obtained. The location and frequency of the tests well be at the soil engineer's discretion. In general, the density tests will be made at an interval not exceeding 2 feet in vertical rise and/or 500 cubic yards of embankment. PROTECTION OF WORK During construction, the contractor should properly grade all excavated surfaces to provide posi ti ve drainage and prevent ponding of water. He should control surface water to avoid damage to adj oining properties or to finished work on the site. The contractor should take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. ~ , .. \ ifO) & (& ~ II W ~ fnl / UI] II-J. ~ } ENGINEERING SERVICES CITY OF ENCINITAS RErQ{r OF U&Jl'&.1iNICAL INVESTIGl'<TICN PRAuiIill 0iU0CH J\ND RESIDENl'IAL Sl'lE MNCIIES'mR AVENUE IDClNITA'i, CALIF'ORNIA PREU[',W\lARY COpy PREPARED FOR: lhrth Coast Presbyterian Church c/o Mr. Jim C. Peevey, Jr. Grant General Contractors, Inc. 5051 Avenida Encinas Carlsbad, California 92008. PREPARED BY: Southern California Soil & Testing, In::. Post Office Box 20627 6280 Riverdale Street San Diego, California 92120- ~ .s,t. T SOUTHERN CALIFORNIA SOIL AND TESTING, IN C. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 9212D TELE 280-4321 P.O, BOX 2[]627 SAN DIEGO, CALIF. 92120 1S7B ENTERPRISE ST. ESCONDIDO. CALIF", 9202S TELE 746-4544 North Coast Presbyterian Church c/o Mr. Jim C. Peevey, Jr. Grant General Contractors, Inc. 5051 Avenida Encinas Carlsbad, California 92008 PREliMINARY COpy May 3, 1989 SCS&T 8911097 Report No. 1 SUBJECT : Report of Geotechnical Investigation, Proposed Church and Residential Site, Manchester Avenue, Encinitas, California. Gentlerren: In accordance with your request, we investigation for the proposed project. findings and recomrendations. have completed a geotechnical We are presenting herewith our The findings of this study indicate that the site is suitable for the proposed developrent provided the recomrendations presented in the attached report are complied with. On-site conditions which will affect site developrent are addressed in the body of this report and include very loose to loose alluvial deposits in the l~r areas of the site where the rrain church building and classrooms are planned. If you have any questions after reviewing the findings and recomrendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully sul:rnitted, SOlJ1'HERN CALIFORNIA SOIL & TESTING, INC. I!!?~II~. Charles H. Christian, R.C.E. #00215 G7 ~6~,aw Curtis R. Burdett, C.E.G. #1090 CHC: CRB:rrw cc: (2) Sul:rnitted ( 2) Leppert Engineering ( 2) Martinez and WJng SOUTHERN CALIFORNIA SOIL AND TESTING. I N C. , TABLE OF tnm:Nrs P1lGE Introduction and Project Description...................:...................1 Project Scope. ....... . ... . .. . . .... ... ...... . .. ... . ... ... ....... ... . ........2 Findings.................................................................. .3 Site Description.......................................................3 General Geology and Subsurface Conditions..............................4 Geologic Setting and Soil Description.............................4 Lusardi Formation (Kl).......................................4 Dellrar Formation ('I'd)........................................4 Te=ace Deposits (Qt)........................................5 Slopewash and Alluvium (QswlQal).............................5 Artificial Fill (Qaf)........................................5 Tectonic Setting..................................................5 Geologic Hazards.......................................................6 General.......................................................... .6 Groundshaking.................................................... .6 Groundwater............................................................ 7 Conclusions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 Recorrrrendations.. ...... ... .... .... ....... ...... ... .... .......... .... .......8 Grading............................................................... .8 Site Preparation..................................................8 Main Church Building and Recreation Hall.....................8 Administration Building......................................9 Classrooms.................................................. .9 Streets and Parking Lots....................................10 Patios/Sidewalks. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .10 Other Fill Areas. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .10 Residential Lots........................................... .10 Eart!Thork. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .11 Slope Stability.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .11 Foundations......................................................... ..12 General......................................................... .12 Bearing Capacity................................................ .12 Expansive Characteristics........................................13 Settlement Characteristics..................................... ..13 Interior Concrete Slabs.............................................. .13 General........................................................" .13 Moisture Barrier..............................................." .13 Earth Retaining Structures.......................;....................13 Allowable Passive Pressure.......................................13 Active Soil Pressure............................................ .14 TAmE OF CCNl'ENl'S (continued) P1\GE Ba.ckill. . . . . . . . . . . . . . . . . . . . . . \." . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14 Factor of Safety................................................. .14 Paverrent Reconrrendations..............................................14 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14 Structural Sections. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15 Limitations.............................................................. .16 Review, Observation and Testing.......................................16 UnifoIIllityof Conditions............................................. .16 Change In Scope.... ....... .............. ... . ..... ... ... .............. .16 Tirre Limitations..................................................... .17 Professional Standard................................................ .17 Client's Responsibility.............................................. .17 Field Explorations....................................................... .18 Laboratory Testing....................................................... .18 A'l'rl'alMENl'S FIQIRE Figure 1 Site Vicinity Map, Follows Page 1 PI..M:ES Plate Plate Plates Plates Plates 1 Plot Plan 2 Subsurface Exploration Legend 3-34 Trench and Boring Logs 35-37 Grain Size Distribution 38-39 R-Value DeteIIl\ination Results Al'PEHlIX Recormended Grading Specification and Special Provisions v' .s,t. T SOUTHERN CALIFORNIA SOIL 6280 R1VERDALE ST. SAN DIEGO, CALIF". 92120 TELE 280-4321 AND TESTING, INC. P.O. BOX 20627 SAN DIEGO, CALIF". '32120 6 7 BEN T E R P R I 5 EST. Ese [] Nor 0 C, C A L I 1'". 9 2 [] 2 5 TEL.E 746-4544 \j&}11Xt1NICAL INVESTIGl\TICIiI PROPOSED CHURCH AND RESIDENI'IAL SITE MANCHESTER AVENUE EOCINITAS, CALIFORNIA IN'l'R:XXCl'ICIiI AND PIDJECT DESCRIPl'ICIiI This report presents the results of our geotechnical investigation for the site of the new Iilorth Coast Presbyterian Church, which is to be located south of Manchester Avenue about a half mile east of EI Camino Real, in Encinitas, California. The location of the site is illustrated on the following Figure Number 1. We understand that the site developnEnt will consist of the construction of a new church with associated buildings, streets and parking areas. The church and parking lots will be developed in t= phases. In addition to the, lu_":; church, a recreational area is planned to the west of the church site. Three possible single family residential lots, two acres in area, are also planned. One will be located on the east end of the property and ;two are 6/'t-t- IS proposed on the west end. The first phase of construction will consist of constructing the administration building, a recreation hall/gym with adjoining stage and c theater support area, and a portion of the proposed classroom." The recreation hall/gym will be a concrete block structure at about elevation 32 feet MSL. The adjoining stage/theater support area will probably be of rretal SOUTHERN CALIFORNIA SOIL AND TESTING. I N C. ". 'D Jr.. ~ . 2.J . m I I ~,.f~~T I CINITP/$:. I i. 'j'''' ~~ I --=1=. " I I I ,4; '" "^':., , .,.,-/.... '-Oi.rG'l.II18 ~ SOUTHI!RN CALIFORNIA T SOIL & TESTINO,INC. NORTH COAST PRESBYTERIAN CHURCH BY: CHC JOB NUMBER: 8911097 DATE: 5-03-89 Figure No.1 v' SCS&T 8811097 May 3, 1989 Page 2 stud construction and will have a floor elevation of 36 feet MSL. Both of these structures will have on-grade concrete slabs and anticipate shallow spread footings. The administration building will be a single-story Ill3tal stud building with on-grade concrete slab and shallow spread footings. The "U" shaped classroom complex will be single story metal or wood-frame buildings with on-grade concrete slabs and shallow foundations. The second phase of construction will add another classroom building and the main church sanctuary. The sanctuary will be a post and beam octagonal shaped structure attached to the stage/theater support area on the opposite side of where it attaches to the recreational hall. Steel beams may be used for roof support. The floor of the sanctuary will slope from elevation 36 feet MSL at the front entry to 32 feet MSL at the edge of the stage. The phase II classroom building will be a two-story IlEtal or w:xxl-frallE building with an on-grade concrete slab and shallow foundation. For our investigation, ~ ~re provided with a master site plan prepared by Martinez and Wong Associates, and dated April 20, 1989. The site configuration, topography, proposed church building locations and subsurface explorations locations are shown on Plate Number 1.",\1 ';~ I', '.,J PROJECT SCXlPE .--- r , I The investigation consisted of: surface reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geological literature pertaining to the site, and preparation of this report. More specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, including their bearing capacities, expansive ~haracteristics and settlellEnt potential. I"'" SCS&T 8811097 May 3, 1989 Page 3 "\ c) Describe the general geology at the site including p:>ssib1e geologic hazards which could have an effect on the site developrent. d) Develop soil engineering criteria for site grading and provide design infonration regarding the stability of cut and fill slopes. e) Address p:>tential construction difficulties and provide recorrrrendations concerning these problerrs. f) Recorrrrend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recorrrrended foundation design. FINDIl'G5 srm IESCRIPl'Im The subject site is an irregular shaped parcel of land, approxilnately 22 acres ,in area, and situated on the north edge of the head of San Elijo Lagoon. The property is bounded on the north by Manchester Avenue, on the east by residential property, on the Y.Bst by a corrrrercial nursery, and on the south by the flood plains of the lagoon. A single residential lot protrudes into the site off of Manchester in the northY.Bst corner. This lot is not a part of this developrent. Site relief is characterized rrostly by gently sloping te=ain traversed by several subdued drainages. A predominant knoll exists in the Y.Bst p:>rtion of the site that rises about 30 feet above the lagoon. This knoll has a relatively steep slope along the edge of the lagoon that is uncormon to the rest of the site. Another knoll of srrall prop:>rtions exists adjacent to Manchester Avenue near the northeast corner and a third knoll just penetrates the site near the southeast corner. Both of these knolls have relatively steep slopes, as conpared to the rest of the site. v SCS&T 8811097 May 3, 1989 Page 4 No structures exist on the site, but a ISO foot wide SDG&E easerrent with overhead high ~r lines divides the site into b-u areas nearly equal in size. A IS-foot-wide sewer easerrent parallels the west side of the SDG&E easerrent. Adjacent 22-foot-wide and 23-foot-wide sewer easerrents pass off site along the south side. In addition, a San Dieguito I=igation District water line runs near the south property line and rreanders onto and off of the subject property. Vegetation on site is limited to a sparse cover of low wild grasses. Past site use rray have been for agricultural or grazing land. GENERAL GOOUX;y AND SUBSURFllCE <nIDITIOOS c:I'YlrlY:TC ::.r;~.r.uc 1\11) SOn. DESCRIPl'ICN: The subject site is located in the lower California Physiographic Province of the united States and with the Coastal Plains Province of San Diego County. The site is underlain by deposits of sedirrentary origin. In decreasing order of age, the native materials at the site consist of the Lusardi Formation (Kl), Delmar Forrration ('I'd), te=ace deposits (Ot), and slopewash and alluvium (Qsw/Qal). A srrall area of artificial fill rraterial (Qaf) also exists at the site. A brief description of each of these geclogic rraterials is presented below. LUSARDI FORMATICN (Kl): The oldest rraterial encountered at the site is the Cretaceous-age Lusardi Forrration which consists of coarse, poorly sorted, angular to rounded conglorrerates with interbeds and interlenses of yellowish brown sandstone. The clasts in the conglorrerate include granitic rocks, volcanic and volcaniclastic rocks, and quartzite and are apparently obtained from the nearby baserrent rocks. DE:U!AR FORMATICN ('I'd): The next oldest rraterials exposed at the site are the sandstones, siltstones, and claystones of the Eocene-age Del.rrar Forrration. In the vicinity of the project site, the DeIrrar Forrration consists largely of nearly horizontally bedded, greenish-brown, sandy siltstones and claystones with interbeds of rredium to coarse grai.ned . sandstone. '---. I --..--- v SCS&T 8811097 May 3, 1989 Page 5 --.-.. \ TERRACE DEPOSITS (Qt): Some minor exposures of Quaternary terrace deposits ~ noted at the project site. These deposits consist of reddish-brown to brown, dense to very dense, sandstones and conglorrerates which rest unconfonrably on the Del.m3.r Fonnation. SI.IJPEWASH J\R) ALUJVTIlM (QswIQal): The Quaternary-age colluvial and alluvial deposits consist of poorly consolidated surficial materials that have been derived from the nearby bedrock sources and redeposited along the valley slopes and drainage courses. These deposits are very loose to nedium dense and range in thickness from a few feet to several tens of feet. Our deepest boring near the phase II classroom extended to 65 feet below grade and did not encounter the fonnational deposits. ARTIFICIAL FILL (Qaf): The artificial fill was derived from on-site sources and is identical in character to the alluvium and colluvium. The extent of this material is relatively minor within the site limits. 'In:lUlIC 1jI;'1"rllG: No faults are known to traverse the subject site but it should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones which typically consist of several individual, en echelon faults that generally strike in a northerly to north\\Bsterly direction. Sorre of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault zones are those which have shown conclusive evidence of faulting during the Holocene Epoch (the rrost recent 11,000 years) while potentially active fault zones have denonstrated rrovenent during the Pleistocene Epoch (11,000 to 2 million years before the present) but no rrovenent during Holocene t.irre. A review of available geologic maps indicates that the Rose Canyon Fault Zone is located approxirrately six miles \\Bst of the site. Recent earthquake activity along faults in the southern extension of the Rose Canyon Fault Zone indicates that this zone could be classified as active. The recent . ( SCS&T 8811097 May 3, 1989 Page 6 seismic events along a small portion of the Rose Canyon Fault Zone generated earthquakes of rragnitude 4.0 or less. Other active fault zones in the region that could possibly affect the site include the Coronado Banks and San Clenente Fault Zones to the sou~st and the Elsinore and San Jacinto Fault Zones to the northeast. = cr.rC IlAZARI:S GENERAL: The site is located in an area which is relatively free of potential geologic hazards. Hazards such as tsunamis, seiches, and landsliding should be considered negligible or nonexistent. GIUlNI:SHAKl:lI: The nost likely geologic hazard to affect the site is groundshaking as a result of rroverrent along one of the major, active fault zones mentioned above. The maximum bedrock accelerations that w:mld be attributed to a maximum probable earthquake occurring along the nearest portion of selected fault zones that could affect the site are surrmarized in Table I. TABlE I Maximum Probable Bedrock Design Fault Zone Distance Earthquake Acceleration Acceleration Rose Canyon 6 miles 6.0 magnitude 0.35 g 0.24 g Coronado Banks 16 miles 6.0 magnitude 0.17 g 0.12 g Elsinore 27 miles 7.3 magnitude 0.08 g 0.05 g San Jacinto 50 miles 7.8 magnitude 0.12 g 0.08 g San Clenente 50 miles 7 . 3 iragni tude 0.08 g 0.05 g Earthquakes on the Rose Canyon or Coronado Banks Fault Zones are expected to be relatively minor. Major seismic events are likely to be the result of novement along the San Jacinto, San Clenente or Elsinore Fault Zones. v I ,/ SCS&T 8811097 May 3, 1989 Page 7 Experience has shown that structures that are constructed in accordance with Unifonn Building Code Standards are fairly resistant to seismic related hazards. It is, therefore, our opinion that potential structural danage will be minimized if such buildings are designed and constructed in accordance with the rn:inirmJm standards of the IlOst recent edition of the Unifonn Building Code. GROONI:MATER The groundwater table was exposed in our four test borings at an elevation of about 16 feet MSL. We anticipate that during very wet periods, the groundwater table could rise to an elevation of about 25 feetMSL. Provided -----..---" -.-. the site grading is perforrrecl in the sunner IlOnths, we do not expect the groundwater to present a problem. Although no groundwater, seepage or otherwise saturated soils were found in our test trenches, it is not uncormon to develop adverse seepage conditions where sites such as this are graded and heavily irrigated. Such problems, hO\\BVer, can only be identified and corrected when they occur. """.....T""I'""'''' I I . ''I.. ...... ) ....\ of,' w('''~/-''\'~ '-Ul~ \..4'10:;> /,-..\ ','\ ,I''''''" "...1 " ',:;'''' \ , 'i: 'C" ~l '\~-'\\UO~' c:-."\ l../I./\.r;-.j,,__~"A4 .'",,'_ ~; lC", 0'". /"~"";- ,(" , \ \ ...\- '\. ),).... 'r .... -:I" ..~, ...., rJ t'-._)~. ~ \"",_'."l r.".......".j..,~.....' tr""' c... J..AJ', --- ''-, ........ In general, no geotechnical conditions were encountered 'which VoDuld preclude r0<"-V.... the developrent of the site as proposed. The main geotechnical factor t.hat will affect site developrent costs is the presence of deep, loose to very loose, alluvial soils and terrace deposits of questionable suitability. In the area of the proposed main church building and recreation hall, this condition is complicated by the presence of terrace deposits near the existing ground surface just north of the building pads. (--6' In order to mitigate the exposed adverse soil conditions, special deep foundat Jns such as driven piles, or special grading that VoDuld rerrove all loose or questionable soils within building pads could be used. However, pile formations are quite expansive and corrplete reIlOVal of the alluvial soils VoDuld not only be cost prohibitive due to its depth., but VoDuld also be hindered SCS&T 8811097 May 3, 1989 Page 8 by the presence of the groundwater table. Although a rrore risky rrethod to mitigate these conditions, the use of surcharged corrpacted soil mats and stiffened foundation and slabs could be a rrore economical and hence rrore desirable rrethod to prepare the site. This type of system has been used ( successfully many times in the past and, in our opinion, provides a reasonable degree of risk for this site and the type of development proposed. RecOI11lendations for this type of site preparation are provided herein and assurres that the owners are willing to assurre the additional risks in order to have an rrore economical rrethod to mitigate the adverse site conditions. If this is not the case, we can provide driven pile foundation recOI11lendations for the project. REXnlMENDATIOOS GR1lDllC " ,....\ t..,,'_ I" \' , I \' , \ \ " ~ ,~\-\-">-,,.'\."'" ~, '.' ".. SITE PREPARM'ICIil: Site preparation should begin with the rerroval of all vegetation from areas that will be graded or that will receive fill and disposal of this material off site. The existing on-site soils should then be prepared as specified below for the type of inl:>roverrents indicated. MAIN CEIIJR::H BUllDIN; AND RECREATICIil HALL: The site preparation for the main church building and recreation hall should consist of rerroval of all alluvium and te=ace deposits to an elevation of 19 feet MSL. This should ,be about three feet above the groundwater table. The minimum horizontal limits of the excavation should extend at least fifteen feet outside the perirreter of the building. The bottom of the excavation should be stabilized with Mirafi 600X or an equivalent ground stabilization fabric. The excavation should then be backfilled with nondetrimentally expansive soil (EI less than 50) placed in thin uniformly corrpacted lifts. The minimum degree of corrpaction for this soil mat should be 95 pe=ent of its maximum dry density. Once the building pad is filled to finish grade, - a surcharge fill should be placed on the fill pad. The surcharge fill should be at least eight- .,"" J'\ 0- v i c \ SCS&T 8811097 May 3, 1989 Page 9 feet high and extend at least ten feet outside the limits of the buildings. The surcharge fill should be compacted to at least 90 percent relative compaction. At least t\<O settlerrent rronUITEnts should be set at (((~. the bottom of the excavation in order to rronitor the fill settlerrents produced by the pad fill and the surcharge fill. The rronUITEnts should be read on a daily basis until the pad and surcharge is in place, and ~kly there after. Due to the sandy nature of the alluvial soils, \..e anticipate that the consolidation created by the fill and surcharge should take place within a period of one to t\<O rronths. AI:MINIS'mATICN BUIIDnG: It appears that this building will be situated in an area underlain by the terrace deposits (see Trench Number 15), and by siltstones of the Delmar Forrration. 'Ib prepare this area to receive /' / the structure, \..e recOilllEnd that the existing soils be rerroved t.O a ;1 depth of at least three feet below finish grade. If expansive claystones of the Delmar Forrration are exposed at the bottom of this excavation, the excavation should be lCM3red to at least four feet below finish grade. The minim.m1 horizontal limits of this excavation should extend at least seven feet outside the perilleter of the structure. The excavation should be backfilled with nondetrillentally expansive soils compacted to at least 90 percent of their nexi.Immt dry density. CLII.SSRO':M): The "U" shaped buildings east of the main building should also be constructed on a mat of uniformly compacted fill. The fill mat should be constructed by excavating the loose alluvial deposits to an elevation of 24 feet MSL or 12 feet below finish pad grade, whichever is less. The minim.m1 horizontal limits of the excavation should extend at least ten feet outside the perilleter of the building. Stabilization fabric will not be necessary for this excavation. The soils exposed at the bottom of the excavation should be thoroughly watered and be compacted with heavy construction equipIEnt. The fill placed back in the excavation should be compacted to at least 90 percent of its nexi.Immt dry density. " " ',. " \. SCS&T 8811097 May 3, 1989 Page 10 STREETS AND PARKING LOTS: Since streets and parking lots are less settlerrent sensitive than buildings, preparation of the native alluvial soils and te=ace deposits is less critical. H~er, it should be realized that rrore risks are ass=iated with lesser site preparation rrethods than discussed above for the buildings. If the owners do not want to assurre any additional risks, the parking lots and street areas should be prepared as recorrrrended above for the classr=m building. If a rrore economical but rrore risky rrethod to mitigate the loose soils is desired, the areas could be prepared by rerroving the existing soils to at least two feet below subgrade, flooding the areas with water and compacting the subsurface soils with a vibratory compactor. The vibratory compactor should have a dynamic v.eight of at least ten tons and should operate at a frequency of at least 25 cycles per second.. At least three passes should be oode with the compactor. Once this is accorrplished, the processed areas be brought to finish grade in thin compacted lifts. PATIOO;SIDEWAU\S: All loose soils within two feet of subgrade for patios and sidewalks should be rroisture conditioned, and be compacted to at. least 90 percent relative compaction using the vibratory compactor recorrrrended above for street and parking area preparation. OIHER FILL AREAS: In fill areas other than that covered by the above recorrrrendations, v.e recorrrrend that the near surface soils be heavily watered and be compacted with a vibratory compactor as recorrrrended above for streets and parking areas. RESIDENTIAL IOl'S: Since the building location on the three, two-acre residential lots have been determined and since the soil conditions vary on each of the lots, only preliminary recorrrrendations are presented therein. These should be verified and, where necessary, rrodified once the l=ations of the structures are known. On lots 1 and 2, the alluvial soils and te=ace deposits within the building pad and other areas to support settlerrent sensitive improverrents such -as patios and swimning pools should be prepared by renoving all alluvial deposits to a depth of J --,,// / D // J () \" SCS&T 8811097 May 3, 1989 Page 11 10 feet below finish grade or to. fiJ:m terrace deposits, whichever is less. Alluvial soils at the bottom of the excavation should be heavily watered and corrpacted with heavy construction equiprent. Any terrace deposits within three feet of finish grade should also be rerroved. The excavation should be backfilled with nondetrirrentally expansive soils. The driveways should be prepared as recorrrrended above for streets. On Lot 3, the finish grade soils will probably consist of the gravel conglorrerate of the Lusardi Fo:rnation. These soils are suitable to support settlerrent-sensitive structures. HOv.BVer, due to the difficulty in excavating footing trenches in and fine grading very gravelly materials, consideration should be given to capping the building pad with a b.o-foot-thick cap of the sandy soils that are cOllllDn to the site. In addition, the clayey topsoils should be rerroved from within three feet of the building pad finish grade. EARIE{)RK: All earthwork and grading contenplated for site preparation should be accorrplished in accordance with the attached Recorrrrended Grading Specifications and Special Provisions. All special site preparation recorrrrendations presented in the sections above will supersede those in the standard Recorrrrended Grading Specifications. All embankrrents, structural fill and fill should be corrpacted to at least 90% relative corrpaction at or slightly over optimum l10isture content (95% for the church/recreation and pad). Utility trench backfill within five feet of the proposed structures and beneath asphalt paverrents should be corrpacted to minimum of 90% of its maximum dry density. The upper t_lve inches of subgrade beneath paved areas should be corrpacted to 95% of its maximum dry density. This corrpaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirerrents. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method D-1557-78, Method A or C. SIDPE SI2\B.ILlTY GENERAL: The specific grading plans have not been developed as of this tinE. Based on the existing natural topography and our experience with similar v :~''t I \ .f .... SCS&T 8811097 May 3, 1989 Page 12 develOJ;llBl1ts, the maximum slope height is not expected to exceed about 15 feet. Cut and fill slopes of heights on the order of 15 feet should be stable with relation to deep-seated failure if constructed at a flatter than a horizontal to vertical slope ratio of 2:1. Steeper slopes are not recomrended because of the potential for surface erosion. Surface erosion of the slopes should be controlled by landscaping and by not ,,' allowing runoff to flow over the top of slopes. Slopes should be planted with erosion resisting plants, preferably deep-rooted varieties adapted to semi -arid climates. Iceplants (Carpobrotus) or other heavy bodied, shallow-rooted succulents should not be used. FCllNDATIcm GENERAL: Provided the site is prepared as recomrended above, it is our opinion that the proposed structures nay be founded on stiffened, shallow spread footings. The footings for the nain church building and recreation hall should be founded at least 24 inches below l~st adjacent finish grade and should have a minilrum width of 15 inches. These footings should be reinfo:rced with at least four No. 5 bars, tv.u top and tv.u bottom. Isolated footings should be tied together with grade beams of at least the sane configuration and reinforcement as the continuous footings. All other buildings should be founded on continuous spread footings founded at least 18 inches below lowest finish grade and having a width of at least 12 inches. Such footings should be reinfo:rced by at least four No. 4 bars, tv.u top and tv.u bOttom. If the structure on Lot 3 will be founded on the Lusardi Formation gravels, 12-inch deep footings reinfo:rced with at least tv.u No. 4 bars, one top and bottom Ill3.y be used. The above recomrendations should be considered as preliminary and will need to be verified after site grading is corrpleted. BEARING CAPACITY: Spread footings having the minimum dimensions and reinfo:rcing recomrended above Ill3.y be designed for an allowable soil bearing pressure of 3000 psf. This pressure nay be increased by one-third for wind and seismic loading. No footings should be positioned closer than seven v SCS&T 8811097 May 3, 1989 Page 13 \, horizontal feet from the face of slopl9s and f=tings at different bearing,. levels should be situated such that there is at least a 1:1 slope bet~n bearing levels. EXPANSIVE OiARl\CJEUSITCS: The foundation recorrrrendations presented ab:Jve assurre that no expansive soils will exist within the zone of influence of building foundations. smTLEMENr OiARl\CJEUSITCS: The anticipated total and/or differential settlements for the proposed structure may be considered to be within tolerable limits provided the recorrrrendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and sorre cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical rroverrents. lNmRICR ~lli SLABS GENERAL: Interior on-grade slabs for the main church and recreational hall, and the classroom buildings should be at least five inches thick and be reinforced with at least No. 3 bars at 18 inches on center. For the rest of the structures, the on-grade internal slab should be at least four inches thick and be reinforced with No. 3 bars at 30 inches on center each way. MOISTURE BARRIER: A moisture barrier should be installed beneath all interior on-grade slabs. This llDisture barrier should consist of one inch of sand over a 6 mil visqueen llDisture barrier over four inches of crushed rock or clean, coarse, p=rly graded sand. The native sands are not considered clean, coarse sands and should not be used to construct the moisture barrier. EARlH RETAININ:; S'mICl'URES ALLOWABLE PASSIVE PRESSURE: The allowable passive pressure for the prevailing soil condition can be considered to be 350 psf per f=t of depth. /(- ( , SCS&T 8811097 May 3, 1989 Page 14 '\ The coefficient of friction for concrete to soil rray be assurred to be 0.30 for the resistance to horizontal rroverrent. When combining frictional and passive resistance, the friction value should be reduced by one-third. 1\CTIVE SOIL ~lJRE: Active soil pressure for the design of earth retaining structures may be assumed to be equivalent to the pressure of a fluid weighing 35 pef and 45 pef for the 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. BI\CKFILL: All backfill soils should be compacted to at least 90% relative rt compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the rrasonry has reached an adequate strength. FJlC'lUR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls fran overturning and sliding. PAVEMENl' ~OOS GENERAL: Two "R" value tests were perfomed on representative samples of the anticipated subgrade soils. These tests indicate that the soils native to the site have relatively high strength pararreters in regards to structural paverrent section design. This will allow the use of minirm.nn structural paverrent section. Minor arrounts of clayey topsoils exist in the northeast corner and sOlIE of the claystone and siltstone rraterials of the Delnar Forrration are relatively weak and if found at subgrade could cause thickened structural sections. / o SCS&T 8811097 May 3, 1989 Page 15 '" STRUCTURAL SECTIONS: The following preliminary structural pavement sections llI3.y be used in planning and budget estilll3.ting, but will need to be verified after site grading is complete. GENERAL PARICIR:; AREAS Traffic Index = 4.5 f 2.5 Inches of Asphalt Concrete Paverrent on 4.0 Inches Class II Aggregate Base DRIVEWAYS AND HIGH TRAFFIC lU1l'ES Traffic Index = 5.5 3.0 Inches of Asphalt Concrete Paverrent on 6.0 Inches Class II Aggregate Base MAIN ENTRY b"J.~.r Traffic Index = 6.0 3.0 Inches of Asphalt Concrete Paverrent on 6. 0 Inches Class II Aggregate Base WEST CUL-DE-Sl\C Traffic Index = 4.5 2.5 Inches of Asphalt Concrete Paverrent on 4.0 Inches Class II Aggregate Base All paving llI3.terials and rrethods of construction should comply with San Diego County Standards and good engineering and construction practices. The subgrade soils for a depth of 12 inches should be compacted to at least 95 pe=ent relative compaction before placing base llI3.terial. All soft and/or spongy areas should be renovecl and replaced with compacted fill or base llI3.terial. SCS&T 8811097 May 3, 1989 Page 16 " , LIMITATICI>lS REVIE.W, CESERVATICfi 1\R) '.t=.....ll'<<; The reconrrendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be nade available to the soil engineer and engineering geologist so that they nay review and verify their compliance with this report and with Chapter 70 of the Uniform Building Code. It is reconrrended that Southern California Soil & Testing, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or reconrrendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORMITY OF cnIDITIOOS / The reconrrendations and opllllOns expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes nay be influenced by undisclosed or unforeseen variations in the soil conditions that nay occur in the intermediate and unexplored areas. lmy unusual conditions not covered in this report that nay be encountered during site developtent should be brought to the attention of the soils engineer so that he nay rrake modifications if necessary. CIWG': IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that it nay be determined if the reconrrendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. .. v SCS&T 8811097 May 3, 1989 Page 17 \ TIME LIMlTATICIlS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the =rk of man on this or adjacent properties. In addition, changes in the State-of-practice and/or Governrrent Codes may oc=. Due to such changes, the findings of t:his report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recamrendations . l'~~ICIiAL STl\RlI\R[) In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the sarre locality. The client recognizes that subsurface conditions may vary f:rom those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recamrendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recamrendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the =rk perfonred or to be perfonred by us, or by our proposal for consulting or other services, or by our furnishing of oral or =lltenreportsorfindin~. CLIEID"S RESR:NSIBILITY It is the responsibility of North Coast Presbyterian Church, or their representatives to ensure that the inforrration and recomrendations contained herein are brought to the attention of the engineer and architect for the V" SCS&T 8811097 May 3, 1989 Page 18 '\ project and incorporated into the projei::t' s plans and specifications. It is further their responsibility to take the necessary rreasures to insure that the contractor and his sulx:ontractors carry out such reconrrendations during construction. __.r'" FIEID EXPWRATICtlS Thirty-one subsurface explorations ~ made at the locations indicated on the attached Plate Number 1 between March 24 and 27, 1989. These explorations consisted of twenty-seven trenches dug by rreans of a backhoe and f= borings drilled using a continuous flight auger, truck llOunted drill rig. The field work was conducted under the observation of our engineering geology personnel. The explorations were carefully logged when made. These logs are presented on the following Plates Number 3 through 34. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached sirrplified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as either very loose, loose, rredium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, rredium stiff, stiff, very stiff, or hard. Disturbed and "undisturbed" sanples of typical and representative soils ',;ere obtained and returned to the laboratory for testing. LAOORA'IDRY 'l'ESTIK; Laboratory tests were perforrred in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. A brief description of the tests performed is presented below: v SCS&T 8811097 May 3, 1989 Page 19 a) CIASSIFlCATICN: Field cla~sifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) KIISTURE-DENSl'l'Y: Field llOisture content and dry density were dete:rmined for representative samples obtained. This info:rnation was an aid to classification and pennitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the field llOisture content is dete:rmined as a percentage of the soil's dry weight. The results are s\lIll1l3rized in the trench and boring logs. C) DIREX:T SHEAR 'illSTS: Direct shear tests were performed to dete:rmine the failure envelope based on yield shear strength. The shear box was designed to accO!1Odate a sample having diarreters of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and a saturated llOisture content. The shear stress was applied at a constant rate of strain of approxilnatel yO. 05 . inch per minute. The results of these tests are presented below. Cohesion Inte=ept: DIREX:T SHEAR 'illSTS RESULTS QAL Tl @ 7'-8' Rerrolded 27 degrees 150 psf Qj" T2 @ 6'-7' Rerrolded 23 degrees 200 psf Sample Number: Description: Angle of Internal Friction: d) <nn'1\CTICN 'lEST: The nex.i.rrnnn dry density and optimJrn llOisture content of typical soils were dete:rmined in the laboratory in accordance with A.S.T.M. Standard Test 0-1557-78, Method A. The results of these tests are presented below. _\ ~ f . " , SCS&T 8811097 May 3, 1989 Page 20 ',\ CCMP1\CTIOO TEST RESULTS Sarrple Number Description Tl @ 7'-8;~Al-Silty Sand (SM) T2 @ 6'-7'~Silty Sand (SM) Maxi1rnm Density 119.6 pef 120.0 pef Optimnn MOisture Content 10.8 percent 12 . 0 percent e) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for representative samples of the native soils in accordance with A.S.T.M. Standard Test 0-422. The results of these tests are presented on Plate Numbers 35 through 37. f) COLLAPSE POTENTIAL: Single point consolidation tests were performed on selected "undisturbed" sarrples. The consolidation apparatus was designed to accorrm:xlate a l-inch high by 2.375-inch or 2.500-inch diarreter soil sarrple laterally confined by a brass ring. Porous stones were placed in contact with the top and bottom of the sarrple to permit the addition or release of pore fluid during testing. Selected loads were applied to the sarrples and the resulting deformations were recorded. The percent consolidation for each load cycle is reported as the ratio of the arrount of vertical compression to the original one-inch sarrple height. The test samples were inundated to determine their behavior under the anticipated footing load as soil moisture increases. The results of these tests are below. Sarrple Number Tl @ 4' Q,o.I... T3 @ 4' ~I\L. T16 @ 3.5 'Q."L- T20 @ 6' ql\l... CXlLLI\PSE l'aI.ml'IAL TEST RESULTS Consolidation Initial Initial Final Before After MOisture Density MOisture Water Water 3.4 % 90.0 pef 22.6 % 2.71 % 8.44 % 5.1 % 94.9 pef 21. 4% 1. 62 % 3.83 % 4.1 % 97.3 pef 18.8 % 1.57 % 3.51 % 4.7 % 92.5 pef 22.5 % 2.35 % 6.90 % v , ,/ SCS&T 8811097 May 3, 1989 Page 21 ',\ g) R-VAUJE Dlfi'ERMINATIClN: The.. resistance' value (R-Value) of a representative soil sample was determined to provide a basis for paverrent recorrnendations. The test was perfomed in accordance with California Test Method No. 301-1978, and the results are presented on Plate Numbers 38 and 39. . ,/ SUBSURFACE EXPLORATION LEGEND . SOIL OESCRIPTION UNIFIED SOIL CLASSIFICATION CHART GROUP SYMBOL I. COARSE GRAINED, more than half of ma~erial is laraer than No. 200 sieve s~ GRAVELS CLEAN GRAVELS GW More tnan half of coarse fraction ;s larger than No.4 GP sieve size but sma Iler than 3". GRAVELS WITH FINES GM (Appreciable amount of fines) GC SANDS CLEAN SANDS More than half of coarse fraction is smaller than NO.4 sieve size. SANDS WITH FINES SM {Appreciable amount of finesl SC II. FINE GRAINED, more than half of material is smaller than No. 200 sieve SlZe. SILTS AND CLAYS ...Y_ Liquid Limit I ess than 5D SILTS AND CLAYS HH liqUid Limit greater than 50 CH OH HIGHLY ORGANIC SOILS PT Water level at time of excavation or as indicated us - Undisturbed, driven ring sample or tube sample ~ SOUTHI!RN CALIFORNIA ~ SOIL It TI!STING, INC. BY: TYP J CAL NAMES Well graded ;"avels, gravel- sand mixtures. little or no fines. Poorly graded gravels, gravel sand mi xt1Jres. 1; ttl e or no fines. Silty gravels, poorly graded graYel-sand~silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mi xtures. sw SP Well graded sand, gravelly sands, 1i:t]e or no fines. Poorly graced sands, gravelly sandS, li~~le or no fines. Silty sands, poorly g"aded Sand and silty mixtures. Clayey sands, poorly graded sand and Clay mixtures. ML Inorganic silts and very fine sands, rOCK flour, sandy silt or clayey-silt-sand mixtures with slight plas- ticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, Silty clays, lean clays. Organic silts and organic Silty clays or low olasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic s11 ts. Inorganic Clays of high plasticity, fat Clays. Organic clays of meaium to high plastiCity. Peat and other highly organic soils. CL OL CK - BG - SP Undisturbed chunk sample Bulk sample - Standard penetration sample CHC 5-01-89 DATE: Plate No. 2 JOB NUMBER: 8911097 z - '" 0 TRENCH NUMBER 1 .. ... e.. I- U .. .. .. I- '" l- I- I- ... Z ',' Z Z w - I- < ex: z - w 0 - ...J U W ::> w w '" '" ex: > x '" - - ELEVATION a:: I- a:: I- Z Z ;: ::>' l- I- ...J o ... c '" < '" w '" I- Z I- U l- e.. '" - e.. C' u '" W c e.. '" e.. .. C Co c ::! '" c.. 0 c.. 0 I- -' c.. UJ :Ii I: .. Z W C < C < ex: :Ii C ...J 0 0 a:: :Ii 0 a:: '" 0 U DESCRIPTION u C U 0 U - SPI ALLUVIUM, Tan, SLIGHTLY Hum i d Loose SM SILTY SAND With GRAVEL - 1 _ - - - 21 CK Lightly Cemented - - L - - - 41 CK - 90.0 3.4 75 - 5 _ - - - 6_ '-------- - Abundant Gravel at 6' to 7' Humid Loose to - Medium - 7 Dense - BG - 8 CK 98.6 3.8 - 82 - 9 _ - - - 10_ - - - 111 CK - 12_ SCI TERRACE DEPOSITSL Dark Red Humid ~led i um ~ SM to Brown, SLIGHT Y CLAYEY Dense - SAND - - End of Trench at 12.0' - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,IHC. LOGGED BY: KAR DATE LOGGED: 3-24-89 Joe NUMBI:R: 8911097 Plate No. 3 v z - w 0 TRENCH NUMBER2 ... Q. >- >- .... ..... (J >- - ..., >- w .... I- .... ... z - .... <( '.\ Z 0: Z w - Z - III 0 ..J S! w :> w w '" '" 0: > :t w "- ELEVATION '0: .... 0: .... Z Z - :> .... .... ...J 0 - <( '" '" w - .... z .... (J .... '" <( III Q. Q. '" Q. Q. Q Q '0 '" w <( <( :IE '" Q. 0 CIl C- .... ...J Ul "" :E Q. '" >- 0 Q. 0 "" <( "" 0: Z w :E '" ..J 0 0 a: :E 0 a: (J DESCRIPTION (J Q (J 0 0 (J SM TOPSOIL, Dark Brown, SILTY Humid Medium - SAND 1 Dense - SM/ TERRACE DEPOSITS, Red to Humid Medium - SP Brown, SLIGHTLY SITLY SAND 2 _ Dense - - - 3 - CK - BG 110.6 3.8 - 4 - - - - Animal Burrowings - - - 5_ SM Dark Red, SILTY SAND - - _. 6 - CK - Loose/ 92.5 4.7 77 7 BG Medium - Dense - - - 8 _ - - 9 - End of Trench at 9.0' I - - - - - - - - - - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR IDATE LOGGED: 3-24-89 Joe NUMBE'R: 891I097 Plate No. 4 z "' 0 - Q. TRENCH NUMBER 3 ,. ,. ~ ~ ,. .... .... UJ .... (J ,. .... - - .... "" ',\ Z a: z z I- "' .. z - !:! UJ III - IU 0 - "' ::! :::> UJ "' III a: > :r ...J 0 "- ELEVATION a: .... a: .... Z Z ::l l- I- .... Q. III - ... III ... III "' IU - .... z .... 0 Q. III Q. Q. Cl Cl " en UJ ... ... ::! III 0 .. Q. 0' Q. Q. .... ...J Q. ... ... ::! '" ,. 0 Cl ... ... a: Z "' ::! III ...J 0 0 a: ::! 0 a: 0 (J DESCRIPTION (J Cl (J 0 (J SPI ALLUVIUM, Light Brown, Moist Loose - SM SLIGHTLY SILTY SAND 1 _ - - - 2_ - - - 3 - - - - -~ Tan, SLIGHTLY SILTY SAND Humid Loose to - - 4, ~1ed i um - CK Dense - 94.9 5.1 79 - 5_ - - 6_ - - - 7 _ - - - 8_ - - - 9_ - - - 11 - CK - 89.1 5.7 75 11:.. - - - - 1~ - - - 13 - End of Trench at 13.0' - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR IDATE LOGGED: 3-24-89 J08 NUMBE1I: 8911097 Plate No.5 z - '" 0 TRENCH NUMBER 4 >- ... ... ~ u >- >- - ..., >- ~ '" ~ ~ ~ ... z ~ ~ 0( z a: z z w - w 0 - u .w w Ul a: - :: ::> w Ul > :z: w "- ELEVATION a: ~ a: ~ Z Z - ::> ~ ~ .... ..J 0 - 0( II> 0( II> W W - ~ z ~ u ... '" '" ... ... 0 Q .u II> W 0( 0( ... ::l '" ... 0 CoO a. .... ..J a. u. ... E >- 0 0( "" 0( ~ a: z w ~ Q "" 0 a: ~ '" ..J 0 0 a: 0 U DESCRIPTION u 0 u 0 u SM ALLUVIUM, Brown, SILTY SAND Humid Loose . - 1 - - SPI TERRACE DEPOSITS, Grey to Humid Medium SM Brown, Cohesionless Sand Dense - L - - - L - - .- -- - - -- - - Red to Brown Moist - 4_ - - - 5_ - - - I 6 _ - -- -- - Wet - 7_ - - - 8 _ - - - 9 CL DEL MAR FORMATION, Grey to Very Moist Stiff - Tan, SANDY CLAY to Wet - 10 End of Trench at 10.0 - - - - - - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-24-89 JOS HUMBE"R: 8911097 Plate No. 6 z w 0 TRENCH NUMBER 5 ... 0. > > -; .... .... w U > - > .... .... - 0( '\ Z .... ... z - .... 0: Z Z W W 0 - .. u ,W ::l W W Ul Ul 0: > :z: w ELEVATION '0: .... .... Z ::l .... .... .... 0 ... 0: Z - .... 0. lJl '" CIl 0( CIl W W - .... Z .... U 0. CIl 0. 0. 0 0 u Ul W '" '" :t lJl 0. 0 '" ~ .... UJ ... .... ... 0 0( '" '" ~ 0( II< 0: > 0 Z w ~ lJl .... 0 0 0: ~ 0: u DESCRIPTION u 0 0 0 0 U u SPI ALLUV ruM, I an, SLI GHTL Y Humld Loose to - SM SILTY SAND Medium - 1 - Dense - - 2 _ - - - 3 - - - - 4 _ - - - 5 _ - - - 6 _ - - - 7 _ - - - 8 _ - - - 9 _ - - - 10_ - - 111 CL TERRACE DEPOSITS, Dark Red Humid to Stiff CK to Brown, SANDY CLAY r~oist - 12_ End of Trench at 11.5' - - - - - - - - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BV: KAR DATE LOGGED: 3-24-89 Joe NUMBER: 8911097 Pl a te No. 7 z - III 0 TR ENCH NUMBER 6 >- -... Q. l- t) >- >- >- I- W I- ~. I- "" Z - I- 0( ; z a: z z w - w 0 .... t) , III '" - ::) w w '" a: > :z: III - - ELEVATION a: I- a: I- Z Z ::) I- - I- .... o ... 0( '" 0( '" w w - I- Z l- t) I- Q. '" - Q. 0 ." '" III 0( Q. '" Q. UI 0 Q, 0( ., ~ '" Q. 0 Q. 0 I- ... Q, 0( 0( 0( :IE 0( E a: >- Z III :IE 0 ... 0 0 a: :IE a: '" 0 0 t) DESCRIPTION t) 0 t) 0 t) - SC SUBSOIL/TERRACE DEPOSITS, Humid Medium 1 Dark Red to Brown, CLAYEY Dense - - SAND to Dense - 2 BG - CK - 3 _ SM TERRACE DEPOSITS, Dark Red Humid Medium to Brown, SILTY SAND Dense - - 4 I - CK - 92.5 5.2 5 - SP/ Grey to Brown, SLIGHTLY SILTY Humid Medium _. SM SAND 6 _ Dense to - Dense - - 7 _ - - - 8 - - End of Trench at 8.0' - - - - - - - - - - - - - - - - - - - - - - - - - , ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-24-89 Joe NUMBE'R: 3911097 P 1 a te No. 8 . z w 0 TRENCH NUMBER 7 ... I>. .. .. .. l- I- W I- U .. - - oC \ z l- I- ... Z - I- a:: Z Z w - III 0 .... u ,w ::> w III Ul Ul a:: > w a: :r .... 0 "- ELEVATION I- a:: I- z Z - ::> l- I- l- I>. III - C Ul C Ul W W - I- Z I- U I>. III I>. I>. Cl Cl .u Ul w c c :IE III 0 .. ~ ., I>. I>. I- .... I>. C C c :IE E .. 0 " c a:: z w :IE III .... 0 0 a: :IE 0 a: U DESCRIPTION U Q U 0 0 U SC TOPSOIL/SUBSOIL, Dark Red to Humi d Medium - Brown, CLAYEY SAND Dense - 1 - - - - 2 - - - 3 - - - SM TERRACE DEPOSITS, Brown to Humid Dense 4 _ Grey Brown, SILTY SAND - - 5 - - - - 6 - CK - BG 109.9 5.0 7 - - - 8 _ - - - 9 - - End of Trench at 9.0' - - - - - - - - - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTINO,INC. LOGGED BY: KAR DATE LOGGED: 3-24-89 Joe NUMBE"R: 8911097 P 1 a te No.9. z - w 0 TRENCH NUMBER 8 >- .... "- ... ... u >- >- .- >- w ... ... .... z - ... < " z a: z z ... IU - IU 0 - ::: !:! w ::> w w '" Ol a: > :r w Il.. ELEVATION a: ... a: ... z z - ::> ... ... ... ...J 0 - < '" Ol w w - ... Z ... U "- '" '" "- < C' " '" w < "- "- C "- < ~ '" "- 0 '" ... ...J "- "' "- C < . < :I < 11: II: >- 0 Z w ~ '" ...J 0 0 II: ~ 0 II: u DESCRIPTION u C U 0 0 u CL SUBSOIL, Da rk Brown, SANDY Humid Stiff - CLAY - 1 - - 2 [ BG - - 3 SM DEL MAR FORMATION, Greenish Humid Dense - Tan, SILTY SAND - - - 4 - - - - 5 - BG - 6 - - - 7 I CK 122.7 9.4 - - 8 _ - - 9 - End of Trench at 9.0' - - - - - - - - - - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-24-89 J08 NUMBE"R: 8911097 Plate No. 10 . z - w 0 TRENCH NUMBER 9 ,.. ... 0. .... .... u ,.. ,.. - ,.. ~, z w .... .... .... ... z - .... 0( a: z z w - 'w - w 0 - .... U ::! w w (/) (/) a: > - :t: W "- ELEVATION a: .... II: .... Z Z - '" .... .... -' 0 .... tJ) - 0( (/) 0( tJ) w w - .... z .... U 0. 0. tJ) 0. 0. " " .u (/) W 0( 0( ::E tJ) 0. 0 at D- .... -' 0. u, 0. E - 0 0 . . 0( ::E . a: ,.. z w ::E tJ) -' 0 0 II: ::E 0 II: u DESCRIPTION u 0 u 0 0 U - SP/ ALLUVIUM, Tan, SLIGHTLY Humid Loose to SM SILTY SAND Medium - 1 Dense - BG - 2 - - - 3 SC SUBSOIL/TERRACE DEPOSITS, Humid Medium - Dark Red to Brown, CLAYEY Dense - 4 - SAND - - - 5 - I End ofirench at 5.0' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ "" SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-24-8q JOB NUIIBE1l: 8911097 Plate No. 11 z - w 0 TRENCH NUMBER10 ,.. ... a. l- I- () ,.. ,.. - -: ,.. Z w l- I- I- ... Z - I- 0( "\ a: Z Z IU - IU 0 - () w '" - = ::> w IU '" a: > w ELEVATION 0: I- Z ::> l- I- :l: 0 U. I- 0: Z - ~ - C Ul Ul W - I- Z I- () ... Ul C w a. a. Ul a. a. Q Q .U Ul W C c ::E Ul a. 0 '" D- I- ~ a. ., a. E 0 Q C C C ~ .. a: ,.. z w 2; Ul ~ 0 0 0: 2; 0 0: () DESCRIPTION () Q () 0 0 () SPI ALLUVIUM, Tan, SLIGHTLY SILTY Humid Loose to - SM SAND With Gravel and Cobble Medium - 1 - Dense - - - 2 _ - - - 3 - - - 4 _ - ~.-- - - Medium Dense - 5 - - - - 6 I CK - 105.5 1.7 - 7 SM TERRACE DEPOSITS, Red to Humid Medium - Brown, SILTY SAND 8 Dense - - End of Trench at 8.0' - - - - - - - - - - - - - - - - - - - - - - - - - ,~ SOUT"ERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-24-89 J08 NUIIBFR: 8911097 Plate No. 12 z - "' 0 TRENCH NUMBER 11 >- ... .. l- I- e.> >- >- - ..., >- "' l- I- I- ... Z - I- <0( , Z a: Z Z w - w 0 :: :! e.> ,w ::0 W W ., ., a: > "' u: ELEVATION , a: l- I- Z ::0 l- I- :z: 0 a: z - I- ... <0( ., <0( <II W "' - I- Z l- e.> .. <II <II .. Q Q ." <II "' <0( <0( .. :::E '" 0 .. <II Co ., .. .. I- ... .. Q <0( <0( <0( ~ <0( z: a: >- 0 Z "' ~ '" ... 0 0 0: ~ 0 a: e.> DESCRIPTION e.> Q e.> 0 0 e.> - SPI ALLUVIUM, Tan, SLIGHTLY SILTY Humid Loose to SM SAND With Layers of Abundant Medium - 1 - Gravel Dense - - - 2 - - - - 3 - - - - 4 _ - - - 5 - - _. - 6 _ - - - 7 _ - - - 8 _ - - - 9 _ - - - 10 _ - - - 11_ - - - 12 - End of Trench at 12.0' - - - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTINO,INC. LOGGED BY: KAR DATE LOGGED: 3-24-89 JOB NUMBf:R: 8911097 Plate No. 13 z - "' 0 TRENCH NUMBER12 >- ... Q. l- I- (,) >- >- >- "' l- I- ... Z - l- e( Z II: Z Z I- W , - "' 0 - oJ (,) w W 1Il 1Il II: ~ "' > :z: "' (5 u: ELEVATION a: I- a: I- Z Z :> l- I- I- ...J 1Il - .. 1Il .. II> "' "' - I- Z I- (,) Q. u Q. 1Il Q. Q. 0 O. II> "' .. .. ::IE 1Il Q. 0 co a. I- oJ G- U, G- - 0 0 .. .. .. ::lE '" a: >- z "' ::lE oJ .. 0 0 a: ::lE a: II> 0 0 (,) DESCRIPTION (,) 0 (,) 0 (,) - SM TOPSOIL, Dark Red to Brown, Humid Medium SILTY SAND Dense - 1 - - CK 115.9 4.5 - 2 BG - SW/ TERRACE DEPOSITS, Red to Humid Medium 3 - SM Brown, SLIGHTLY SILTY SAND. Dense to - - With Animal Burrowings to 4' Dense - 4 CK 110.2 3.6 - BG - 5 - - - 6 - - - - 7 SM Tan, SILTY SAND Humid Medium - Dense to - 8 - Dense - - - 9 - End of Trench at 9.0' - - - - - - - - - - . - - - - - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INe. LOGGED BY: KAR DATE LOGGED: 3-27-89 JOB HU"B~R: 89 11097 Plate No. 14 z w 0 TRENCH NUMBER13 ... Q. >- >- .... ' .... w U >- - >- .... .... " .. \z .... ... z - .... a: z z III - .. 0 - -' U III ~ III III Ul Ul a: w ,a: > :z: .J 0 "- ELEVATION .... a: .... z z ;: ::l .... .... .... (/) .. Ul .. (/) .. .. .... Z .... U Q. (/) Q. Q 0 Q. Q. Q Ul .. .. .. ., ::E (/) Q. 0 .. a. .... .J Q. .. .. :I Q. E >- 0 Q .. .. a: z .. :I (/) .J 0 0 a: ::E 0 a: U DESCRIPTION u Q 0 0 (.) u SM/ ALLUVIUM, Tan, SLIGHTLY SILTY Humid Loose to - SP SAND 1 - Medium - Dense - - 2- - - - 3 - - - - 4. - CK - 101.7 4.9 - 5 - - - 6_ - - - 7 _ - - - 81 - CK - 96.6 4.7 9_ - - - 1Q.. - - - It - - - 12 - - End of Trench at 12.0' - - - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORA.TION LOG SOIL & TESTING, INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 JOB NUMBE'R: 891 1097 P 1 a te No. 15 z w 0 TRENCH NUMBER 14 ,. ... 0- ... ... CJ ,. ,. - ..., ,. , w ... ... ... z - < ", z z ... w ... a: z - w 0 - ...J U .w :l W t/) t/) a: w > :r w 0 "- ELEVATION a: ... a: ... z Z :l ... ... ... ...J < t/) t/) w w ;: ... z ... u t/) .. 0- t/) 0- 0 0 u III W .. .. 0- ::f III 0 0- at a. ., 0- 0- ... ...J a. 0 < < < :I < z a: ,. 0 z w :I III ...J 0 0 a: :I 0 a: 0 u DESCRIPTION CJ 0 CJ 0 CJ - SPI ALLUVIUM, Brown, SLIGHTLY Humid to Loose SM SILTY SAND r10ist - 1 - - - - 2 - - - - 3 - Light Brown to Tan, SILTY Humid Medium - - SAND Dense - 4 - - - - 5 I CK - 97.8 4.0. - 6 _ - - - 7 _ - - - 8 _ - - - 9 _ - - - 10_ - - - 11_ ---- - - Abundant Gravel and Cobble - 12 - End of Trench at 12.0' - - - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORA.TION LOG SOIL & TESTING,INC. LOGGED BV: KAR DATE LOGGED: 3-27-89 JOB NUMBFR: 8911097 Plate No. 16 z w 0 TRENCH NUMBER 15 ,. ... 0. l- t) ,. ,. - ,. I- w l- I- I- ... Z - I- '" Z 0: Z Z w w 0 - t) w w '" '" 0: ..J ::> w > :I: w "- ELEVATION 0: I- 0: I- Z Z ;: ::> l- I- ..J 0 - '" '" '" '" w W I- Z l- t) l- ll. en '" 0. c' u '" w '" 0. 0. co C Co '" u, ::Ii en 0. 0 0. 0 I- ..J 0. '" '" '" :Ii E 0: ,. Z w :Ii c '" 0 0: :Ii '" ..J 0 0 0: 0 t) DESCRIPTION t) c t) 0 t) SM TOPSOIL, Dark Brown, SILTY Dry to Loose - SAND Humid - 1 - - SM TERRACE DEPOSITS, Greyish Humi d Medium 2 I Brown to Brown, SILTY SAND Dense - CK - 3 - - - - 4 SM/ Red to Brown, SLIGHTLY SILTY Humid Medium - SP SAND Dense - 5 _ - _. - 6 ML DEL MAR FORMATION, Greenish Moist Hard BG Grey, SANDY SILT - 7 CK - - 8 _ - - - 9 - End of Trench at 9.0' - - - - - - - - - - - - - - - - - - - - - ~ SOUT.HERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTINO,INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 JOS NUMBER: 8911097 P 1 a te No. 17 z w 0 - a. ;: TRENCH NUMBER 16 >- >- "'- I- w () >- - >- l- I- - I- <( ',\ Z a: Z Z I- w "'- z - w 0 ..J U W ::> w w '" '" a: > w a: :z: ..J 0 "- ELEVATION I- a: I- z Z ; ::> l- I- I- a. '" <( '" <( '" w W I- Z I- U a. '" a. a. Q Q " '" w <( <( ~ '" 0 .. C- ., a. a. I- ..J a. Q <( <( <( :I <( E a: >- 0 z w :Ii '" ..J 0 0 a: :I 0 a: u DESCRIPTION u Q 0 0 () () SM/ ALLUVIU/1, Tan, SLIGHTLY SILT Humid Loose/ - SP SAND 1 - r1ed i um - Light Brown Dense - - 2 _ - - - 3 - - - 4 I CK - 97.3 4.1 - - 5 _ - Tan - - 6 _ - - - 7 _ - - - 8 _ - - - 9 _ - - - 10_ - - - 11 Abundant Gravel to 4" - - End of Trench at 11.0' - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 JOB NUMBER: 8911097 Plate No. 18 v z UJ 0 TRENCH NUMBER 17 >- ... Q. ... ... () >- >- - >- UJ ... ... ... ... z - ... <( " Z a: Z Z UJ '" 0 - .... () , '" ::l UJ en en a: UJ > :z: UJ ... ELEVATION a: ... a: ... Z Z - ::l ... ... ... .... 0 - c en c en UJ UJ _ ... Z ... () Q. '" '" Q. O' " en UJ c Q. Q. 0 c ::IE '" Q. 0 '" a. ... .... Q. Ul Q. 0 0 c <( c ::IE < I: a: >- Z UJ ::IE '" .... 0 0 a: ::IE 0 a: () DESCRIPTION () 0 () 0 0 () - SPI ALLUVIUM, Light Brown to Humi d Loose to SM Brown, SLIGHTLY SILTY SAND Medium - 1 - Dense - - - 2 _ - - 3 - - - - - Tan Mo i s t - 4 _ Loose to Medium - - Dense - 5 _ - - - 6 _ - - - 7 _ - - - 8 _ - - - 9 _ - - - 10 - SMI LUSARDI FORMATION, Greenish Humid Dense GP Tan'r~II~E SAND With Gravel - 11 and C bb - End of Trench at 17.0' - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BV: KAR DATE LOGGED: 3-27-89 JOB NUMBE"R: 8911097 Plate No. 19 y z - Ul 0 TRENCH NUMBER 18 >- ~ a.. ... ... (J >- >- ..., >- Ul ... ... ... ~ z - ... 0( " z a: z Z lU - lU 0 == -' (J lU ::l lU lU III III a: > :r Ul "- ELEVATION a: ... a: ... z z - ::l ... ... ... -' 0 ... III ... III Ul Ul - ... z .. (J a.. CIl CIl a.. a' u Ul ... a.. a.. a III ... ::l; CIl a.. 0 C/O a. .. -' a.. .. a.. 0 a ... ... ... :IE ... :II: a: >- z Ul :IE en -' 0 0 a: :IE 0 a: 0 (J DESCRIPTION (J a (J 0 (J -rL SUBSOIL, Dark Brown, SANDY Humid to Stiff - CLAY With Gravel and Cobble Moist - 1 - BG - 2 GP LUSARDI FORMATIONS, Greenish Humid Very - Tan, Gravel and Cobble Size Dense - 3 - Conglomerate With SILTY SAND - MATRIX - - 4 - - - - 5 -, End of Trench at 5.0' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 Joe NUMBFR: 8911097 P 1 a te No. 20 z w 0 TRENCH NUMBER 19 >- ... 0. I- (J >- >- - >- I- III l- I- I- ... Z - I- < " z a: Z Z III III 0 - ..J (J III ::> w III f/l f/l a: > :t w u. ELEVATION II: I- a: I- Z Z ::> l- I- .... ..J 0 - < f/l < f/l III III - I- Z I- (J 0. Ul O. u lU < 0. Ul 0. 0. 0 f/l < :Ii f/l 0. 0 .. 0. .... ..J 0. ., 0. 0 0 < < < :E < z: a: >- z w :E Ul ..J 0 0 IX: :E 0 II: 0 (J DESCRIPTION (J 0 (J 0 (J SC ALLUVIUM, Dark Brown, CLAYEY Humi d Medium - SAND Dense - 1 - ~ - 2 I SMI Brown to Brownish Tan, SLIGH- Humid Loose to - K SP TLY SILTY SAND Medium 99.7 3.9 Dense - - - 3 - - - - 4 CK - BG 99.8 3.8 - 5 - - - 6 - - - - 7 _ l'1olst - - - - 8 _ - - - 9 _ - - - 10 _ - 11. SCI Brown, SILTY SAND to CLAYEY Sa tu ra ted Loose to SM SAND Medium - - Dense - 12 . End of Trench at 17.0' - - - - - - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTINO,INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 Joe HUMBER: 8911097 Plate No. 21 z w 0 - Q. TRENCH NUMBER 20 ,. ,. ... ..., >- >- w U ,. - ,. 0( z >- I- >- ... z - >- a: z z w - , - w 0 - -' u w ::> w w Ul Ul a: > :t w "- ELEVATION a: >- a: >- z z ::> >- I- .... 0 - >- Q. III - 0( Ul 0( Ul W W - I- Z I- U Q. III Q. ... C c. u Ul W 0( 0( ., ::li III ... 0 .. Q. >- .... 0( 0( :IE ... E >- 0 Q. C 0( 0( a: z w :IE III .... 0 0 a: :IE 0 a: u DESCRIPTION u c u 0 0 U - SM/ ALLUVIUM, Brown to Tan, SILTY Hum; d Loose to SP to SLIGHTLY SILTY SAND Med;um - 1 - Dense - - - 2 K 92.0 "- 5.1 G - 3 - - - 4 - - - - 5 _ - - 6 I - CK - 7 _ - - - 8 _ - - - 9 _ - - - 1D- - - - 11 - - End of Trench at 11.0' - - - - - - - - - - - - -' ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 JOB NUMB!:R: 8911097 Plate No. 22 Ii. t/ z - OJ 0 TRENCH NUMBER 21 >- ... Q. l- I- (.) >- >- - >- OJ l- I- I- ... Z - I- < ',\ Z a: z z w - w 0 ::! ~ w ::> OJ OJ '" '" a: > :l:: OJ "- ELEVATION a: I- a: I- z Z - ::> l- I- I- ..J 0 - < '" < '" OJ OJ - I- Z I- (.) Q. '" Q. C' u .. Q. '" Q. C '" < < ::l; '" Q. 0 .. Q. I- ..J Q. "' Q. '" >- 0 c < < < ~ < a: z .. ~ '" ..J 0 0 0:: ::IE 0 0:: (.) DESCRIPTION (.) c (.) 0 0 (.) - Sc SUBSOIL, Dark Red to Brown, Humid Medium CLAYEY SAND Qense to - 1 SM TERRACE DEPOSITS, Red to Humid Medium - Brown, SILTY SAND Dense - 2 - - - 3 - - - - 4 _ - . - - - 5 CK 103.7 - 5.3 BG - 6 - - 7 - - End of Trench at 7.0' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORA.TION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 Joe NUMBE"R: 8911097 Plate No. 23 v z w 0 TRENCH NUMBER22 >- ... Q. .... .... () >- >- - ..., >- w .... .... ... z - 0( , z a: z z .... w III .... - 0 - CJ III W rtl rtl a: - ..J :> w > :r w 0 "- ELEVATION a: .... a: .... z Z - :> .... .... .... ..J - 0( rtl 0( rtl W W - .... Z I- () Q. rtl rtl Q. Q 0' u rtl w 0( 0( Q. Q. .. Q. U, :::E rtl Q. 0 Q. 0 .... ..J 0.. 0 0( 0( 0( ::E 0( E a: >- z w ::E rtl ..J 0 0 a: ::E 0 a: 0 () DESCRIPTION () 0 () 0 () - SM TOPSOIL, Dark Reddish Brown, Humid Medium ~ SILTY SAND Dense - 1 - SM TERRACE DEPOSITS, Red to Humid Med i um 2 I CK Brown, SILTY SAND Dense - --- - - Dense - 3 - - - - 4 _ - - - 5 _ - 6 I SM/ light Brown, SLIGHTLY SILTY Humid Dense SP SAND - CK - 7 - End of Trench at 7.0' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 JOB NUIIBFIl: 8911097 Plate No. 24 y z w 0 TRENCH NUMBER 23 >- ~ a.. I- () >- >- >- I- \ w l- I- I- ~ Z - l- e( Z 0: Z Z w - III 0 - ~ III III ., ., 0: :: " ::l III > :c III ELEVATION II: I- 0: I- Z Z ::l l- I- ...J 0 ... e( ., III - I- Z I- () ... ., e( III a.. '" '" a.. 0' u '" III e( e( a.. a.. .. 0 D- UI ::l< '" a.. 0 a.. 0 ... ...J D- e( e( e( ~ E 0: >- Z III ~ 0 ... e( 0 0 II: :IE II: (I) 0 0 () DESCRIPTION () 0 () 0 () - sr~/ ALLUVIUM, Light Brown to Tan Humid Loose to SP SLIGHTLY SILTY SAND Medium - 1 - Dense - - - 2 - - - - 3 - - - r;rea ~ - - 4 I e lum CK Dense - 97.3 2.6 - 5 _ - - - 6 _ - - - 7 _ - - - 8 - End of Trench at 8.0' - - TRENCH NUMBER 24 - 0 SM/ ALLUVIUM, Light Brown to Tan, Humid Loose to - SP SLIGHTLY SILTY SAND Medium - 1 _ Dense - - - 2 _ - - - 3 _ - - - 4 End of Trench at 4.0' - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-?7-Rq JOB NUMBER: 89 11097 Plate Mn ?~ z - w 0 TRENCH NUMBER 25 .. ... Q. I- () .. .. - ~ .. I- w l- I- I- ... Z - I- .. ',\ Z a: Z z OJ - OJ 0 - () OJ ::l OJ '" '" a: - -l W > :r w lL ELEVATION 0:: I- 0:: I- Z Z - ::0 l- I- I- -l 0 - .. '" .. '" w w - I- Z I- () Q. '" '" Q. C. " '" w .. .. Q. 0 Q. '" C C- ., ~ '" Q. Q. 0 I- -l Q. .. .. .. ::IE .. II: 0:: .. Z w ::IE c -l 0 0 a: ::IE a: '" 0 0 () DESCRIPTION () C () 0 () CL SUBSOIL, Dark Brown, SANDY Humid Stiff - CLAY - 1 - CLI DEL MAR FORMATION, Greenish Humid to Hard CH Grey, SANDY CLAY ~loist - 2 - Contact Nearly Horizontal - SM Light Brown, SILTY SAND Humid Dense 3 BG - CK - 4 - - - 5 - - - - 6 - End of Trench at 6.0' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORA.TION LOG SOIL & TESTING, INC. LOGGED BV: KAR DATE LOGGED: 3-27-89 JOB NUMBE"R: 8911097 Plate No. 27 z ... UJ 0 TRENCH NUMBER 26 > > > Q. .... .... UJ .... U .... .... ... z > <( ", z a: Z z UJ - .. 0 - .... '" a: - u .. :> .. .. '" > ..J a: .... Z :> .... .... UJ ELEVATION .... a: z - :z: 0 ... <( '" <( '" .. .. - .... Z .... U ...J - Q u .. <( <( .... III Q. Q '" Q. Q. III 0 Q. at Co .... ...J Q. ::lE III Q. Q. 0 ::IE E a: > z .. ::IE UJ <( <( .. c .. 0 0 II: ::IE 0 a: 0 III ...J U C U U DESCRIPTION U 0 - SPI ALLUVIUM, Light Brown, SLIGH- Humid Loose to SM TLY SILTY GRAVELY SAND Medium - 1 - Dense - - - 2 _ - - - 3 _ - 4 _ SM TERRACE DEPOSITS, Red to Humid Medium Brown, SILTY SAND Dense - 5 _ ML DEL MAR FORMATION, Greenish Humid Hard Grey to Tan, CLAYEY SANDY - - SILT - 6 _ - - - 7 - End of Trench at 7.0' - - TRENCH NUMBER 27 - 0 - SC Dark Red to Brown, CLAYEY Hum i d ~1ed i urn SAND Dense - 1 - - 2 _ SMI ALLUVIUM, Light Brown, SLIGH- Humid Medium - SP TLY SILTY SAND With Gravel Dense - - 3 - - - - 4 _ - - - 5 _ - - - 6 End of Trench at 6.0' ~ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: KAR DATE LOGGED: 3-27-89 JOB NUMBER: 8911097 P late No. 28 v i w Z - 0 > z . - -: ... BORING NUMBER 1 w ~ > - ... - > I- w I-u> 0 I- .. - l- I- ZZI- U ~ W W Z - <( z '" I- Z ... '" - LII\UU; '" > 0 % w ..J U w', ~ <( c - z ~ I- ELEVATION 25 a:l-z 0 I- ..J "': I- a: I- w -;: I- Z l- I- ... o u. c~w - ... <( '" I- '" - 0 u '" w <( U w ::Ii '" ;;; ... - "''''0 w - , ... - I- ..J <( 0 <( '" ... 0 "'z z '" . > - 0 z w ... '" <( .. ::Ii <(0'" W W ~ '" ::Ii 0 '" :I ..J OEseR IPTION u 0 ... '" ,2 0 0 u '" u 0 u SM ALLUVIUM, Tan Brown, Dry Loose SILTY SAND With Traces - 2 BAG of Gravel and Cobble - US Dry Medium 18 - 4 - Dense - 6 I US Humid Loose 6 - - - - 8 - Moist " - Groundwater Table Wet 10 SM Tan, SILTY SAND Sa tu r- Loose SP ated to Very - Loose 4 - 12 - BAG - 14 - - 16 - - - - 18 - - - - 20 _ SP SM Tan Brown, SILTY SAND Sa tu r- Very 2 - ated Loose - 22 - - - - 24 - - - - 26 - - - - 28 - - SP Sa tur- Very - Continued on Plate 30 ated Loose 2 30 ~ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG ~ SOIL &TESTING, INC. LOGGED BY: RF I DATE LOGGED: 1l_?7_QQ JOB NUMBER: 8911097 Plato Mn 29 I I v W z J - - 0 BORING NUMBER..2-" >- z . >- ..., ... I-<.l>- 0 W ~ - .... - >- I- W I- .... - l- I- Continued from Plate 29 ZZI- <.l - W W Z - <( Z 0: I- Z '0 ., 0: - :r W oJ <.l W', ;:) ww; <( <( - z ;:) I- > 0 o:l-z 0 I- oJ ;; ~ 0:, I- 0: I- W ;: I- Z l- I- ... c~w - ... .. ., I- ., - 0 u ., W .. 0 W :I ., ., ... - ....,0 W , Co - I- oJ .. 0 .. ., ... 0 ... z z '" . >- - 0 z W ... '" .. .. :I .. 0 0: W W J 0: :I 0 0: :I oJ OEseR IPTlON <.l 0 0: ~ 0 ... <.l 0 30 <.l '" <.l . SP SM ALLUVIUM, Tan Brown, Sa tur- - Very 2 SILTY SAND ated Loose - 32 - - - - 34 - - - - 36 - - - - 38 SP SW Tan Brown, SILTY to CLAY- Sa tur- Loose 4 SC EY SAND ated - 40- - - - 42 - - - - 44 - - 46 - SM Grey, SILTY SAND Sa tur- Loose ated - - - 48 - - SP Sa tu r- Very - 50 2 ated Loose - - - 52 - - - .-:: ;:;:;. Brea k in Log - .. . - 61 - - - - 62 - - - - 64t Bottom at 65 Feet S~~~r- Very SP SM Grell SILTY ~ANn ,t, Loose 2 - ~ SOUTHERN CALlFORN'A SUBSURFACE EXPLORATION LOG ~ SOIL &TESTING, INC. LOGGED BY: RF I DATE LOGGED: 4- 27 -89 JOB NUMBER: 8911097 Plate Nn '1n w z - - ... 0 >- z . >- - BORING NUMBER 2 ....0>- w ~ - .... - >- .... ..... w 0 0 ~ .... .... - .... zz.... w w z - <4: z a: .... z " lI) a: - :z: w .J 0 w, :> w w c;; <4: <4: - z .... > 0 .... .J o u: ELEVATION 25 a: .... a::;;Z 0 :> - ... ... .. a: .... w ;: .... Z .... .... lI) c;; lI) .._w .... lI) - e u lI) W .. 0 w ::Ii ... - "'lI)e w "- 0- - .... .J e .. lI) ... 0 ... Z lI) . - 0 .. Z >- Z W ... en .. .. ::Ii .. 0 a: w w J a: ::Ii a: ::Ii .J OEseR IPTION 00 ... a: 0 e 0 0 '" 0 0 0 0 - SM ALLUVIUM, Light Brown, Humid Medium SILTY SAND Dense - 2 - I - US 21 - 4 - - 6 I SP SM Brown, SILTY SAND - Humid/ Loose 6 Moist - - - 8 - - ... Groundwater Table Wet - Satur- Loose 10 - ated - - - 12 - - - - 14- - 16- SP Brown, SILTY SAND Sa tur- Loose 5 - ated . - - - 18 - - - - -20 - - - - 22 - - - - 24_ US SM Li ght Brown, SILTY SAND Sa tur- Loose 9 - ated - 26 - -/. Brake in Log - .;::: - 34 - - - Refusal on Cobbles 36' SP at 36' Possible Formatio al 25/0" - ~ SOUTHERN CALlFORN'A SUBSURFACE EXPLORATION LOG ~ SOIL &TESTING, INC. LOGGED BY: RF DATE LOGGED: 4-27-89 JOB NU M B E R: 8911097 Plate No. 31 w z - 0 >- z . - -: Q. BORING NUMBER 3 ....u>- w ~ >- - ... - >- .... .... w 0 U ~ .... ... - .... z z .... w - .. Z 0:: .... Z " CJ) - w z III ww; 0:: > 0 :z: w ..J U ~ .. .. '0 z ~ .... ELEVATION 30 a: ~ Z - .... ..J (; ~ a:\ .... 0:: .... W ;: Z .... .... Q. Q. .. CJ) .. _ w :: .... .... CJ) 0 u CJ) W .. U w :IE CJ) CJ) Q. - Q.CJ)O W ~ a. - .... ..J 0 .. CJ) Q. 0 Q. Z CJ) . - 0 .. z >- z W Q. CJ) .. .. :IE .. 0 0:: W w J 0:: :IE 0:: :IE ..J DESCRIPTION U 0 a. 0:: 0 0 0 U ... U 0 0 U - SM ALLUVIUM, Brown, SILTY Dry! Medium SAND Humid Dense - 2 - - I US 15 - 4 _. 6 I SP SM Brown, SILTY SAND Humid Loose 4 - - - - 8 - - - - 10 I US - Moist Loose 10 - 12 - - - . .... Groundwater Table Wet - Light Brown, SILTY SAND Sa tur- Loose 14- SM ated - - - 15 - - - - 16 - - - - 18 - - - - 20 I SP SM Light Brown, SILTY SAND Sa tur- Loose 2 - ated - 22 - - - - 24 - - - - 26 - - - Continued on Plate 33 - 1n ~ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG ~ SOIL &TESTING, INC. LOGGED BY: RF DATE LOGGED: 4-27-89 JOB NU M B E R: 8911097 Plate No. 32 w z - -: ... 0 >- z . >- - - >- BORING NUMBER 3 I- I-CJ>- 0 W ~ I- - ... - I- W CJ ~ ... - I- <( Continued from Plate 32 Z'., ZZI- w W Z II: I- Z .., III II: - :r w ..J CJ w', ::l wlUU; <( '0 Z > 0 I- ..J (5 ~ a: :. II:I-z <( ::l I- - ... ... <(' I- c~~ "' I- - W ;: I- Z l- I- III I- III - 0 " III W <( w :I III III ... - "'IIl0 - , CJ 0 <( III ... 0 ... z w . 'l1 - I- ..J <( Z III >- - 0 III <( <( :I <( 0 a: J z w ... w w a: :I II: ..J OEseR IPTlON CJ 0 ... II: 0 0 0 :I 30 CJ '" CJ 0 CJ - SM ALLUVIUM, Light Brown, ' Sa tur- Loose SILTY SAND ated - 32 - - .., - 34 - - - - 36 - - - - 38 - - 40 I ~ ~M Linht Brown SII TV ~Hln Satur- - _b'n I nn~", ~ - Bottom at 40 Feet - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ SOUTHERH CALlFORHIA SUBSURFACE EXPLORATION LOG ~ SOIL &TESTING, INC. LOGGED BY: RF DATE LOGGED: 4-27-8Q JOB NUMBER:891l097 Plate No. 33 w Z - 0. 0 >- Z . >- - - >- BORING NUMBER 4 l- I- U >- 0 w ~ I- - ... I- w ... - I- ZZI- U - w w Z - <( %, '" I- Z .., m '" - % W -l U ELEVATION 34 w' ::;) w ill U; <C <( - Z ::;) I- > 0 I- ... "" ",I-z 0 - o u: I- ;: Z 0. 0. <( m c~w II: I- - w l- I- I- ::E m 0; I- m - " " m W <( U W 0. o.mo , w '0. - I- ... " <( m 0. 0 0. Z m . - 0 <( m <( <( ::E <( 0 '" z J >- z W 0. W W '" ::E '" ... DESCRIPTION U 0 0. '" 0 0 0 ::E U D U 0 0 U - SM ALLUVIUM, Tan, SILTY SAND - 2 BAG - US SM Dry Medium 48 - 4 Dense - - - 6 8 I SP Humid - Loose 8 - - - 10- - - - 12 - - - - 14- - - 16 BAG - - Groundwater Table - 18 Wet - - - 20 I SP SM Tan, SILTY SAND Satur- Loose/ 4 - ated Very - 22 - Loose - - - 24 - ~ - ~ Brake in Log - - 28- - - - - 30( Bottom at 31 Feet Satur- liS SM T"n q'TV'~nM;;' - etprl Loose 11 ~ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG ~ SOIL "TESTING,INC. LOGGED BY: RF I 4-27-89 DATE LOGGED: JOB NUMBER: 8911097 Plate No. 34 North Coast Presbyterian Manchester Avenue Encinitas BY CHC JOB NO. 8911097 ~ . ~ ~ ~ s ~ - .JBl/I.:f ~ 0 "'" I.l) - ...... (JQ1I!)~Jj():) 9/0tJS. . _ _ . I IU8:JJBd ~ ~ \,~ 0 0_ o o 00 .- . 0 0 0 '" " ,.. r 1 , ~ ........ .:.:.:.:.1.,...,............ 0 N 2 ~.. ". ~(;; ~~ e: ~ 0 <;:) ~,.., {:;~ {- ........ ....... ........ ....... ,......... ~" . ........ N" .......;....,.,.......... N ..... ,.., .....,.......... 8 N i~-" ..... 1'~0'~f/ ! !;..>-j/1' I T ........It) . ,.. . ~ o ., if :;:: ~ 0 # ." ;l "5 ~ '1: ! i N ~ . ~ . . ~ ,.. . ., ~... .~ 0) o Jl' o '" ll' ~ ~ ~ " '-- __ ...._ __ ___ __ - n. " , 0) Vj ::; o fi' if N ." ~ ~ ~ . . ~ if. . ,.. . ~o ~ "I. ~ .1. N 1 , .. ~ ;.., . . . , ~g "' . N ;.., ~ . .., . .. . , N . 0 <D ~ 0 "' 0 2 \i! 0 0 0 0 0 0 0 "' N !':> '" ., ,.. <D J.9l//.d !l1Bt)JtJd ~ SOUTHERN CALIFORNIA SOIL" TESTING. INC. GRAIN SIZE DISTRIBUTION CJl I- :IE ...J > e( ..J '-' a:: 0 I- ::! en 0 0 '" .. z . c ii: 0 - '" .. 0 z z e e( en " 1 2 - . e 8 . ...J .: ..J LL U '" - > - l- e( a: a:: " . <l: . ~ a. .. .. c.> en '" ..J III III 0 '-' III 0 ..J :::> 0 III UJ N CJl o a:: '2 e( .. 0 z z e( '" I- .. en Z UJ 5 ::) .t, '" ~ '" - ~ ~ - Church D4TE .J '" N en '" > '" en en J d: . ef- 00' ...... N "'" "'" ..... ..... co co 5-.3-89 Plate No. 35 ~ ~ . ~ c ~ ~ ~ ~ - JBt/lj o og . 0 ,... ....... U) .1J('1J::J~J.JO() ./O!)S'. - . . , I /uaoJad ~ ~ ~~ ~ 0 _ o 00 .- o " o '" ~r;; ~~ '" ~ " '" {)~ {- . - .... 0 ! .... ".,.,:-1= ........ ........'. 0 I i N 2 ~ ......... ... ! ......... .,.,.,...i.. ~ ........ . I . I ~ 0 ......, , ~ " " ......... . ... m 0 , . " I - ~ . ..... ......... .. ....... N N ':.,.,., ......... N .. ....... " ........ ~ - ", ':':.,.,. .,...... - . ........ ......... ........ . . 8 , . " 0 - I.. ~ ,..~ I' , ~~.- .. ., j/-.. .. # / N , '/ <:., ~I I 1 0 :::-- ~ "' /: p- I I I ; # I '/.Y' , . . 0 ~ ll' , . m '" .. if -- '-- I-- r- --", N if "I .. ~ I . Ii. . ~ , , . . 0 I , ! I N ,I. i ~ , .. . . . '" , . 0 , N ~ ~ . . ~ ~ , . 0 0 0 0 0 0 0 0 ,,, ~ (!j 0 "Jf ~ 0 ,<b Ii 0) 0 '" r ~ '" ~ 0 - .. 0) "i :::; ~ ~ .. N ~ ~ .<b - .~ 0) o o o l" 10 '" o o o >1 iil N !i' '" .IIJU/.:/ " It> ~ '" Il/OtJ.Jdd SOUTHERN CALIFORNIA SOIL" TESTING. INC. North Coast Presbyterian Church Manchester Avenue Encinitas GRAIN SIZE BY CHC DISTRIBUTION JOB NO. 8911097 .J 1I) I- :E ...J > or ..J U 11:' 0 ~ <Il . c: ;;: - 0 z E or <Il " :;; . :E ~ . l! B . c: ..J ;;: III > - or II: '" . . ~ .. .. U <Il ... ..J 1Il 1Il 0 U r----- ffi 0 ..J ::> 0 lD C'lC'lq- "" q- <0 ~~~ o o '" ... .; N z UJ III o > ~ laJ ci Z UJ 1LI N 1I) o II: Q or ci 0 z z or I- 'l: UJ o Z 1LI ...J U I- 0: <l a.. .n .5 ~ ~ '" J ~-= 13- .5 '" ............... co co co. - :j I ~ ~ DATE 5-3-89 Plate No. 36 ~ ~ . '" c ~ ~ ~ ~ - jall.l..:I ~ ~... g 1tIJD/I:J~J.JOO ~IIJ~S. _ , . I IUaoJad' ~ ~ ~ 0 0_ 08 .- . o Cl o .<0 0 ~ If 0 .<b ~ <() ... ~ ~ ... <::: " 0 ... .. OJ OJ ::::; ~ $:: - N - '" 0 ..... '" 0 ':.;':':. '~':'f'" := N 0 . .......1.... , ~ i ':-:-:':.1.:,:.:.:. ",.,.,... I . I ~ I I ~ ....... .... " .. . " '. '.. 0 0 ~ ".i -- ----- ...... N ". N '..1""' "',.,.,. ........ .... '" ~ ......... - ". ',",',.,. .,....... . ........ ...".... ........ ~ . 8 " . '" 0 - 0 I .~ V'. 0 ~- .. - .. :;~t._. 7 .. N i Zn I i ~ ! 0 ~ '" /.......... I --'- . . '/'y : ~ 0 . Jl' , " . . -' <D I if --r- - -- --- N go ~ . il ~ . " . . 0 . .,1 N ! ~ . I ,1 . i I _I ~ . ;" " . . . N N ~ . ~ :. . '" " . 0 0 0 0 0 2 ~ 0 0 0 ~ '" " '" ~ a;.... ~~ '" - 0 Q ~.., {:;~ {- ~ N " ;, "' "' 2 Q) <0 ..HJlJI.:i Ilj;J:JJfJd SOUTHERN CALIFORNIA SOIL" TESTING. INC. North Coast Presbyterian Church Manchester Avenue Encinitas GRAIN SIZE DISTRIBUTION BY JOB CHC NO. 8911097 DATE 5-3-89 Plate No. 37 V' o ILl ....J U l- ll: <( a.. >- <( ..J U It: 0 I- ::! '" . c ii: c- o z E :<( '" " i ::Ii -; e 8 . c ..J ii: '" ~ - It: " . . ~ " " u '" '" ..J Gl Gl 0 U ----- 15 0 ..J => 0 Gl N '" N "" "" 0 N ...... ...... c::l I I I I I I Ul I- ~ ....J o o N '" .; N z '" ~ ~ lIJ <b N .~ - OJ Ul ">:; ~ (ti '" o > ..,. '" .; z '" C It: o c( ci Q Z Z c( ... I- .; '" z .J ::( (J J en <t: ...; ;;,.,A .5: - ~., 0 I ~ '" o o .5 '" ~ .5 !l! o o o v SAMPLE' G T2 @ 2 I -3 I -'\. .,- TEST SPECIMAN A , B C D E DATE TESTED 4-04-89 4-04-R9 4-04-89 z Compactor Air Pressure psi 350 350 350 zo !!;jt( Initial Moisture % 2 7 2.7 2.7 -u Moisture at Compaction % 13 3 12.0 1? .JL u_ ~o: Briquette Height in. 2.47 2 48 2.48 ",1O ~ Density pel 114.2 116 2 115 6 EXUDATION PRESSURE psi 150 ~iL 400 EXPANSION PRESSURE DIAL .0000 0000 0000 ,0: ~ at 1000 pounds pei 19 14 14 ..JW Ph at 2000 pounds psi 34 22 24 -~ lOW t$:::; Displacement turns 4.55 4.05 4.10 "'0 "R" Value 67 80 77 . CORRECTED "R" VALUE "R" VALUE AT 300 PSI EXUDATION PRESSURE = 7 5 100 70 w , . . 300 ~ r . +-. . .-, ~ - -t-,. , .. - . ~ t1,.:r ". "t~l' I "'[0-+-1- .. . + . ; - - r - 1:l:I:tt!:I::I:'fFI ::tttt! . . 00 700 600 500 Jm4 00 3 200 GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 2'10 2 1'10 1 'I.t 1;, % #4 #8 #16 #30 #50 #100 #200 .05mm .OO5mm .OO1mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 90 80 60 W ::J ..J ~50 i:J: 40 30 20 10 o 8 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL & TESTING I INC. IIIIBo RIVI!RDALE BTRI!I!!T BAN C'.QO. CALIFORNIA IiIR1RD BY NORTH COAST PRESBYTERIAN CHURCH DATE 5-01-89 Plate No. 38 CHC JOB NO. 8911097 v SAMPLE: T2 @ 3'-4' QT TEST SPEelMAN A B C D E DATE TESTED 4-04-89 z Compactor Air Pressure psi 350 zo w- Initial Moisture % 4.5 ::;\( -u Moisture at Compaction % 12.9 u_ wo: Briquette Height in. 2.44 "-lXl "'<I: Density pel 116.0 EXUDATION PRESSURE psi 170 EXPANSION PRESSURE DIAL .0000 .0000 ,0: Ph at 1000 pounds psi -'w Ph at 2000 pounds psi ffitij ~::; Displacement turns "'0 "R" Value CORRECTED "R" VALUE "R" VALUE AT 300 PSI EXUDATION PRESSURE = 77 100 I GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED :!::1ft :;;:j: 1= 3 Ii 2V, 80 2 ~ 1~ "' 1 70 34 'I:! 60 t. #4 w III #8 ::J -' ~50 :HI:HH j::j:j: #16 ." #30 jl: #50 40 #100 #200 I .05mm 30 ~ (rf .OO5mm r'l.- >. f > .OO1mm L10UID LIMIT , T PLASTIC LIMIT 20 ~ Rrn ++fR PLASTICITY INDEX H+r SAND EQUIVALENT 10 ~ SOUTHERN CALIFORNIA SOIL & TESTING. INC. 151180 RIVERCALE STRI!ST BAN CleGo. CALIFORNIA 1i1ll1.,.0 o 800 JIi 6 500. 400 3 EXUDATION PRESSURE psi 100 o BY NORTH COAST PRESBYTERIAN CHURCH DATE 5-01-89 Plate No. 39 JOB NO. 8911097 ,/ PIUP05ED 0llJ0C1I AND RESIDENl'IAL SITE, Ml\N:HESTER AVENUE, ElCINITAS REXXHmNDED GRllIIIN; SPOCIFICATICNS - GENERAL POOVISICNS ..-. ;1 ( GENERAL INll'Bl' The intent of these specifications is to establish p=edures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The reconrrendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Reconrrended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical soil report or in other written corrmunication signed by the Soil Engineer. CIlSERVATICE 1\IiI) '~'J:'.u<<; Southern California Soil and Testing, Inc., shall be retained as the Soil Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Soil Engineer or his representative provide adequate observation so that he may provide an opinion that the work was or was not accomplished as specified. It shall be the responsibility of the contractor to assist the soil engineer and to keep him appraised of =rk schedules, changes and new infonretion and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary soil report are encountered during the grading operations, the Soil Engineer shall be contacted for further reconrrenctations. If, in the opinion of the Soil Engineer, substandard conditions are encountered, such as; questionable or unsuitable soil, unacceptable llOisture (R-B/87 ) v" SCS&T 8911097 May 1, 1989 Appendix, Page 2 ~ .; content, inadequate conpaction, adverse ~ther, etc., construction should i~ be stopped until the conditions are remedied or corrected or he shall recOllllEnd rejection of this =rk. Test methods used to determine the degree of conpaction should be perfOl:ned in accordance with the following Arrerican Society for Testing and Materials test methods: Maxirrurn Density & Optirrn.un Moisture Content - A.S.T.M. 0-1557-78. Density of Soil In-Place - A.S.T.M. 0-1556-64 or A.S.T.M. 0-2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing A.S.T.M. testing procedures. PREPARATIrn OF 1\REA5 m ROCEIVE FILL All vegetation, brush and debris derived from clearing operations shall be rerroved, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching, the natural ground in areas to be filled shall be scarified to a depth of 6 inches, brought to the proper rroisture content, conpacted and tested for the mi.nirrn.un degree of conpaction in the Special Provisions or the recOllllEndation contained in the preliminary geotechnical investigation report. All loose soils in excess of 6 inches thick should be rerroved to firm natural ground which is defined as natural soils which possesses an in-situ density of at least 90% of its maxirrn.un dry density. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped (R-8j87) ... v SCS&T 8911097 May 1, 1989 Appendix, Page 3 " or benched. Benches shall be cut to a fi.J:m competent soil condition. The lower bench shall be at least 10 feet wide or 1 1/2 tinEs the the equiprent width which ever is greater and shall be sloped back into the hillside at a gradient of not less than t= (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be conpacted prior to receiving fill as specified herein for conpacted natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the Soil Engineer. Any abandoned buried structures encountered during grading operations II1.1St be totally rerroved. All underground utilities to be abandoned beneath any proposed structure should be rerroved from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to the requirerrents of the Soil Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, stom drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Soil Engineer so that he Ill3.y dete:rmine if any special recorrrrendation will be necessary. All water \\ells which will be abandoned should be backfilled and capped in accordance to the requirerrents set forth by the Soil Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diarreter of the \\ell and should be dete:rmined by the Soil Engineer and/or a qualified Structural Engineer. FIT..L MA'mRIAL Materials to be placed in the fill shall be approved by the Soil Engineer and shall be free of vegetable Ill3.tter and other deleterious substances. (R-8/87) . !/ // I /~\' ! 0 Granular soil shall contain sufficient fine rraterial to fill the voids. The SCS&T 8911097 May 1, 1989 Appendix, Page 4 definition and disposition of oversized rocks, expansive and/or detri.rrental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill rraterial, but only with the explicit consent of the soil engineer. Any irrport rraterial shall be approved by the Soil Engineer before being brought to the site. l'LIlCIN; AND ccm>1\Cl'Irn OF FILL Approved fill rraterial shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform IlDisture 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 rnini1Tu.nn specified degree of compaction with equiprent of adequate size to economically compact the layer. Compaction equiprent should either be specifically designed for soil cornpaction or of proven reliability. The rnini1Tu.nn degree of compaction to be achieved is specified in either the Special provisions or the recorrrrendations contained in the preliminary geotechnical investigation report . When the structural fill rraterial includes rocks, no rocks will be allowed to nest and all voids IlUlst be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The rna.xi.rm.nn size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and cornpaction tests to estirrate the degree of compaction of the fill will be taken by the Soil Engineer or his representative. The (R-8187) . v SCS&T 8911097 May 1, 1989 Appendix, Page 5 /,:<' ,/ " location and frequency of the tests shall be at the Soil Engineer's discretion. When the compaction test indicates that a particular layer is less than the required degree of compaction, the layer shall be re=rked to the satisfaction of the Soil Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by rreans of sheepsfoot rollers or other suitable equiprent. Compaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at ratios of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill JlI3.terial six or IlDre inches inward from the finished face of the slope having a relative compaction of at least 90% of naximJm dry density or that specified in the Special provisions section of this specification. The compaction operation on the slopes shall be continued until the Soil Engineer is of the opinion that the slopes will be stable in regards to surficial stability. Slope tests will be JlI3.de by the Soils Engineer during construction of the slopes to dete:rrnine if the required compaction is being achieved. Where failing tests oc= or other field problems arise, the Contractor will be notified that day of such conditions by written corrmunication from the Soil Engineer or his representative in the fOIll1 of a daily field report. If the rrethod of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall re=rk or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Soils Engineer. (R-8;87) .. y SCS&T 8911097 May 1, 1989 Appendix, Page /1// . '. cur SrDPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified fonnational material during the grading operations at intervals detennined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to detennine if mitigating rreasures are necessary. Unless otheJ:Wise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that all~ by the ordinances of the controlling goverrnrental agency. EK;INEE(UH; CIlSERVATICfi Field observation by the Soil Engineer or his representative shall be made during the filling and compacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. The presence of the Soil Engineer or his representative or the observation and testing shall not release the Grading Contractor f:rom his duty to compact all fill material to the specified degree of compaction. ~ LIMITS Fill shall not be placed during unfavorable weather conditions. When Io>Urk is interrupted by heavy rain, filling operations shall not be resurrect until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting f:rom weather or acts of God shall be repaired before acceptance of Io>Urk. (R-8/87) j