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Home My WebLink AboutCT 82-16; THE VILLAS AT CALAVERA HILLS VILLAGE J; UPDATED GEOTECHNICAL INVESTIGATION; 1983-05-06CT 1(0 SOUTHERN CALIFORNIA SOIL AND TESTiNG, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • p.o. sax 20627 SAN DIEGO, CALIF. 92120 74-831 V E L I E WAY PALM DESERT, CALIF. 92260 TELE 346-1078 678 ENTERPRISE ST. ESCONDIDO, CALIF. 92025 T E L E 7464544 May 6, 1983 Pacific Scene, Inc. SCS&T 14144 3200 Harney Street Report No. 1 San Diego, California 92110 Attention: Mr. Gary Carter SUBJECT: Report of Updated Geotechnical Investigation for Lake Calavera Hills Vi1lageJ, Carlsbad, California. Gentlemen: I . In accordance with your request, we have performed an updated geotechnical investigation for the subject project. The findings and recommendations I of our study are presented herewith. In general, we found the site suitable for the proposed development pro- vided the recommendations presented in the attached report are followed. If you have any questions regarding this report, or if we may be of fur- ther service, please do not hesitate to contact our office. I RespectfuLly submitted, • SOU JLQI NIA SAIL,& TESTING, INC. q V3--x - Daniel B. Adler, Pr ject Engineer I •• 'fo—berIVIR. Russell, R.C. 32142 Curtis R. Burdett, C.E.G. #1090 1 • RRR:CRB:DBA:rri cc: (6) Submitted • 1 (1) SCS&T, Escondido I • • • I SOUTHERN CALIFORNIA SOIL AND TESTING INC I .. TABLE OF CONTENTS PAGE 4 . Introduction and Project Description ...................................... Scope of Service .......................................................... 3 Findings ............... . . . .. ........................ • •• ........• • .......4 I : Site Description .......... .. . . ............................... . . . ..4 Geologic Conditions ............. . . . . •. . . . ............ • • • • • • • • • • • .4 R ecommendations and Conclusions............. ....................... ......5 General . . . . . . . . . . . . ........ . . . ......... . . . . . . . . . . . . . ....... . . . . . . . . . .5 I . Grading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...... . . . . . . . . .5 Site Preparation...... .. •.. . . . . •......... .......... . . . . ...... 5 Special Conditions .... ... .... ..... .............. 6 Select Grading ................6 Earthwork ........................ . . . . . . . . . ........ ........... . . .6 J Drainage....... . . . . . . . . . . . . . . . ..................... . . . . .7 General .................. ......... ..................... .........7 I Subdrai n . . . . . . ............ . ........ . . . . . . . .. .. .. ........... . . .7 Slope Stability and Stabilization...... ...................... . . . . . . .7 I . General.. .... -----oo .... o— ...... o ........ oo.— ...... 7 - Foundations ., . . ............................ . . . . . . . . . ............ . . .8 General . ......... . . . . ............... . . . . . . .. . . . . . . . . . . . . ........8 I Reinforcement. .... .....8 Transition Areas............ .........8 I Settlement Characteri stics....... . . . . . . . . . . . . . .-. . . . . . . . . . . . . . . .8 Expansive Potential ...........9 I Concrete Slabs-on-Grade.... ... o ............. 000— ... o . ........ Grading and Foundation Plan Review .........9 'I Earth Retaining Structures. ............. . . ....... 9 Backfi 1 1 . . . . ......... . . . . . . . . . • • • .......... . . . . ... . ........... . . .9 Ultimate Passive Pressure. .. . . . . . . . . . . . . . . . . . . . . . ....... ........9 I Ultimate Active Pressure..... ...........1O Factor of Safety........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ....... .10 . I - Limitations • . ...... . . . . . . • . . . . . . . . . • . . . . . . . ............ . . . . . . . . . . . . . . . . .10 Review, Observation and Testing..... .. . •....... . . . .......10 j . . . . I. TABLE OF CONTENTS (continued) PAGE Uniformity of Conditions ............................................. 11 Change in Scope ............I ........••••..... ......... Time Limitations................................... ......... Professional Stan,dard ................................................ 12 Client '-s Responsibility...... . . . . ...... .•. . . . . . . . •,...... . . . . . . . . . . . .12 Fi eld Explorations.... •....... . . . . . .. . . . . . . . . . . .. . . . . •......... . . ...... .12 Laboratory Testing.............................. ...... ..................13 ATTACHMENTS Figure 1, Site Vicinity Map, Page 2 PLATES Plate 1 Plot Plan Plate 2 Unified Soil Classification Chart Plate 3-47 Trench Logs Plate 48 Grain Size Analysis and Atterburg Limits Plate 49' Direct Shear Test Results Maximum Density & Optimum Moisture Content Plate 50—.Expansion Test Results Plate' 51 Typical Canyon Subdrain Cross-Section Plate 52 Slope Stability Calculations ' Plate 53-54 Surficial Slope Stability ' Plate 55 Select Fill Area Cross-Section APPENDIX Recommended Grading -Specifications and Special Provisions SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 74-831 V E L I E WAY PALM DESERT, CALIF. 92260 TELE 346-1079 679 ENTERPRISE ST. ESCoNOIDO, CALIF. 92025 rELE 746-4544 UPDATED GEOTECHNI CAL INVESTIGATION LAKE CALAVERA HILLS VILLAGE J CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our updated geotechnical investigation 1 for Lake Calavera Hills Village J, located in the City of Carlsbad, ,Calif- orniá. The site location is shown on the vicinity map provided as Figure 1 1. I It is our understanding that the site will be developed by grading to receive 22 condominium complexes with associated parking areas and I streets. The two-story structures will be of wood-frame construction, shallow foundations and conventional slab-on-grade floor systems. Grading will consist of cuts and fills on the order of 30± feet and 32± feet, I respectively. Proposed cut and fill slopes will extend to an, approximate height of 38 feet and 50 feet, respectively, with inclination of 2:1 (horizontal to vertical) or flatter. To assist in this investigation, we were provided with an undated topo- graphic map and a tentative map dated July 7, 1982,. prepared by Rick I Engineering Company. In addition, we reviewed, a Preliminary Geotechnical Investigation for the proposed Lake Calavera Hills Units G and J, prepared — by Woodward-Clyde Consultants dated August 11, 1980 and we reviewed all SOUTHERN CALIFORNIA SOIL AND,,TESTING, INC. Page 2 I SOUTHERN CALIFORNIA Lake Calavera Hills Village J SOIL & TESTING,INC. BY: SMS fDATE: 5-6-83 JOB NUMBER: 14144 Figure No. 1 I I I SCS&T 14144 May 6, 1983 Page 3 pertinent data in our files gathered for the preparation of the "Earth- package Report' for the subject unit and data gathered during studies for other units of Lake Calavera Hills Subdivision. The site configuration, approximate topography, and location of our subsurface explorations are shown on Plate Number 1 of 'this report. SCOPE OF.SERVICE This 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; review of the referenced material, and preparation of this report. Specifically, the intent of this analysis was to: Explore the subsurface conditions to the depths influenced by the proposed. construction. . . . . . . Evaluate, by. laboratory tests,' the pertinent engineering pro- perties of the various strata which will influence' the develop- ment, including their bearing capacities, expansive characteris- tics and settlement potential. . Develop soil engineering criteria for site 'grading including stability of cut and fill slopes. . . . Determine potential constructi on. diff.iculties and pro.vide recom- mendations concerning these problems. Recommend an appropriate foundation system for the type of struc- tures anticipated and •develop soil engineering design 'criteria for the recommended foundation design. . . . SOUTHERN CALIFORNIA SOIL AND TESTING. 1NC SCS&T 14144 May 6, 1983 Page 4 FINDINGS SITE DESCRIPTION The subject site is an irregularly shaped unit that is located on the flank of a northerly facing hill that slopes gently to steeply to the north. Unit J is bounded on the north by Unit 0, on the east by Unit K, on the south by Unit G, and on the west by Unit I. Elevations at the site range from approximately 150 feet to 300 feet (MSLD) with drainage accom-' pushed both by sheetflow and in moderately to well-defined drainage channels toward the north. A small earthen dam has been constructed a short distance north of the northwestern corner of the site resulting in a small lake along the northwestern portion of Unit J. The higher, flatter portion of the site has been used for agricultural purposes; the remainder of the site is largely in a natural, undisturbed condition. Vegetation on the portion of the site previously used for agricultural purposes consists of a light growth of grasses; vegetation on the remainder of the site consists of a light to heavy growth of grasses, shrubs, and trees. A portion of Unit J has been used as a borrowsite for other units in the development. This operation has resulted in an existing combination cut/fill bank along the southern portion of the site and a fill bank north of the borrow area. GEOLOGIC CONDITIONS The project site is located near the boundary between the Foothills Physio- graphic Province and the Coastal Plains Physiographic Province of San Diego County and is underlain by materials of both igneous and sedimentary origin. The majority of the site is underlain by the sediments of the Eocene Santiago Formation with the easternmost portion of the site under- lain by igneous rocks of the Jurassic/Cretaceous basement complex. These geologic units and other geologic conditions of the site have been des- cribed in the Report of Preliminary Geotechnical Investigation prepared by Woodward-Clyde Consultants, dated August 11, 1980. SOUTHERN CALIFORNIA SOIL AND TESTINO. INC. SCS&T 14144 May, 6, 1983 Page 5 RECOMMENDATIONS AND CONCLUSIONS GENERAL No geotechnical conditions were encountered which would preclude the development of the site as tentatively planned provided the recommenda- tions presented herein are followed. The site was found to be underlain by compressible topsoils extending to an average depth Of two feet. In addition, compressible alluvium was encountered within the canyon areas of the site extnding to a maximum depth of six feet within the areas to be developed. For the purposes of this report the alluvium was considered to extend to a. depth of four feet in the major drainage areas. Since access was limited in most of the canyon areas, the aforementioned, alluvium depth is based upon our experi- ence with similar soil conditions in the area. These deposits are con- sidered unsuitable for the support of settlement sensitive improvements and will require remedial grading when underlying areas are to receive fill and/or structural loads. The existing topsoils and alluvium, as well as random areas of formational soils were found to possess a highly expansive potential. This condition will require special foundation consideration unless select grading is performed. It is our understanding that expansive soils will not be allowed within 3.0 feet from finished grade in building pad areas and within one foot in street and parking. areas. GRADING SITE PREPARATION: Site preparation should begin with the remOval, of all deleterious matter, and vegetation. Topsoils and alluvium 'underlying areas' to 'receive fill and/or structural loads should be excavated to firm nat- I SOUTHERN CALIFORNIA SOIL AND TESTING. 'INC SCS&T 14144 May 6, 1983 Page 6 ural ground. Firm natural ground is defined as soil having an in-place density of at least 85% of maximum dry density as determined in accordance with ASTM Test Procedure 01557-78, Method A. The exposed natural ground should then be scarified to a depth of 12 inches, moisture conditioned and recompacted 'to at least 90% of its maximum dry,density at a minimum mois- ture content at or slightly above optimum. The overexcavated soils as well as on-site fill material should then be placed in compacted layers until desired elevations are reached. SPECIAL CONDITIONS: The proximity of an existing pond adjacent. to the toe of a proposed slope at the northwestern section of the site may cause construction difficulties during keying operations for said slope. Satu- rated soils as well as free water may be encountered during the grading operations in some areas within this section. Grading as late as possible after the rainy season should reduce this, problem. All keys should be founded 'on firm natural ground as defined earlier and be inspected by a member of our engineering or geology staff. SELECT GRADING: Fill lots should be capped with at least 3.0 feet of nondetrimentally expansive soils (2% or less expansion). Expansive soils within 3.0 feet of finished grade on cut lots should be undercut and replaced with properly compacted, nonexpansive fill. This recommendation should include an area 5.0 feet away from the limits of structures. For I the remainder of the lot a 2.0 feet select cap is' recommended. Within parking and Street areas, select grading may be limited to a depth of 1.0 foot. In addition, highly expansive soils should not be placed within 5.0 feet from the face of fill slopes (see Plate Number 55). EARTHWORK: All earthwork and grading contemplated for ' site preparation should be accomplished in accordance with the attached Recommended Grading I Specifications and Special Provisions. All' , special site preparation recommendations presented in the sections above will supersede, those 'in J ' the standard Recommended Grading 'Specifications. All embankments, struc- I SOUTHERN CALIFORNIA SOIL AND TESTING. INC. SCS&T,14144 . May 6, 1983 Page 7 I tural fill and fill should be compacted to a minimum o'f. 90% at slightly over optimum moisture content. Utility trench backfill, within 5 feet of the proposed. structures and beneath asphalt pavements 'should be 'compacted I , to a' minimum of 90% ,of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method 1557-78, Method A or C. DRAINAGE GENERAL: Adequate drainage provisions' 'are imperative. Water should not be allowed to collect adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from str,uctures and the top of slopes into swales or other controlled drainage devices. A minimum 5% slope away from all structures will be required for distance of at least 10 feet. SUBDRAINS: It is recommended that subdrains be placed along the bottom of all canyon areas to receive more. than 10 feet of fill. The subdrains should be extended upward along the canyon until overlain by not more than 10 feet of fill. Subdrain detailsand locations are provided in Plates Number 1 and 51. SLOPE STABILITY, AND STABILIZATION GENERAL: , Based upon the findings of this investigation and our experience with similar soil conditions, it is our opinion that cut and fill slopes constructed at inclinations of 2:1 (horizontal to vertical) or flatter, will 'possess factors of safety 'in excess of 1.5 with, respect to deep- seated failure if limited to the proposed maximum heights of 38 feet and 50 feet, respectively (see Plate Number 52),. It is further our opinion that the proposed cut and fill slopes will als.o be adequate' with respect to surficial stability if constructed in accordance with the recomenda- SOUTHERN CALIFORNIA SOIL AND TESTING. INC. SCS&T 14144 May 6, 1983 Page 8 :tions' of this report (see Plates Number 53 and 54).. All cut and fill I slopes should be periodically inspected during grading operations by an engineering geologist or soil engineer from this office to verify that I . soil conditions encountered do not differ significantly from those assumed in our analysis. FOUNDATIONS GENERAL: Conventional spread footings founded at least 12 and 18 inches below lowest adjacent finished grade and both having minimum width of 12 inches are recommended for the support of one and two-story structures, respectively. Such footings maybe designed for an allowable soil bearing J pressure of 2000 psf. This bearing pressure may be increased by one-third when considering wind and or seismic loading. A minimum •setback of 5 feet' I should be observed between structures and the top of slopes. I REINFORCEMENT: It is recommended that minimum reinforcement consist of two continuous No. 4 reinforcing bars, one located near the top of the footing and one near the bottom. This reinforcement is based on soil characteristics and is not intended to be in lieu, of reinforcement neces- sary to satisfy structural considerations. II TRANSITION AREAS: It is further recommended that footings spanning day- light- lines where the fill section exceeds four feet in thickness be reinforced with at least four continuous No. 4 reinforcing bars, two ' located near the top of the footing and two near the bottom extending 10 feet beyond each side of the transition. I . ' SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential settlements for the, proposed structure.' may be considered to be within tolerable limits provided the recommendations presented in this report are followed. . J I . SOUTHERN CAL$FORNIA SOIL AND TESTINO. INC. I SCS&T 14144 : :' May 6, 1983 Page 9 EXPANSIVE 'POTENTIAL: As encountered throughout the irvesti gat ion, top- soils, alluvium and some of the formational deposits possess highly expan- sive potential. It is. our understanding that select grading will be I performed. Therefore, the recommendations of this report assume a non- detrimentally expansive soil condition. CONCRETE SLABS-ON-GRADE: Concrete s1absongrade should have 'a minimum I ,thickness of 3.5 inches and be 'reinforced with 6"x6-10/10 welded wire mesh throughout. Where moisture-sensitive floor coverings are planned, the slabs should be underlain by a 4-inch layer of clean •sand or crushed I rock. J GRADING AND FOUNDATION PLAN REVIEW: The soil engineer and engineering geologist' should review the final grading and foundation plans to verify I their compliance with this report. EARTH RETAINING STRUCTURES BACKFILL: All backfill soils should be compacted to, at least 90% relative I compaction. Expansive or clayey soils should not be used for backfill material within ,a distance of five feet from the back of the wall. The I . ' retaining structure should not be backfilled until the materials in the wall have reached an adequate strength. ULTIMATE PASSIVE 'PRESSURE: The passive pressure for prevailing soil conditions may be considered to be 400 pounds per square foot per foot of depth. This 'pressure may be increased one-third for seismic loading. The, coefficient of 'friction for concrete to, soil may be 'assumed to be. 0.43 for the resistance to lateral movement. When combining frictional and passive resistance, the latter should be reduced by one-third. SOUTHERN 'CALIFORNIA SOIL.AND TESTING. INC. SCS&T 14144 May 6, 1983 Page 10 ULTIMATE ACTIVE PRESSURE: The ultimate active soil pressure for the design of earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 35 pounds per cubic I foot for walls free to yield at the top (unrestrained walls). This pres- sure should be increased to 48 pcf for retaining walls with 2:1 sloping backfills. For earth retaining structures that are fixed at the top (restrained, walls), an ultimate equivalent fluid pressure of 55 pounds per cubic foot. may be used for a design parameter. These pressures do not I consider any surcharge loading (other than the sloping backfill). 'If any surcharge loadings are anticipated, this office should be contacted for I . the necessary change in soil pressure.. J FACTOR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate I factors of safety should be incorporated into the design of all earth retaining structures to reduce the possibility of over turning and slid- ing. LIMITATIONS I REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our. I review of final plans and specifications. The soil engineer and engineer- ing geologist should review and verify the compliance of the final grading plan with this report and with Chapter 70 of the Uniform Building Code. It is recommended that Southern California Soil & Testing, Inc., be re-_ tamed to provide continuous soil engineering services during the earth- work operations. This is to observe compliance with the design concepts, I specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of J construction.' ' SOUTHERN CALIFORNIA SOIL AND TESTING. INC. SCS&T 1414.4 May 6, 1983 Page 11 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsur- face 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 may be influenced by undis- closed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifi- cations if necessary. CHANGE IN SCOPE I This office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations I contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS 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 work of man on this or adjacent properties. In addition, changes in the State-of-the-Art and/or Government Codes may occur. Due to such changes, the findings of this 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 recommendations. SOUTHERN CALtFORNIA SOIL AND TESTING. INC I I SCS&T 14,144 May 6, 1983 Page 12 PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession cur- rently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary 'from those encoun- tered at' the locations where our borings, surveys, and explorations are made, and that our data, 'interpretations', and recommendations are based soley on the information obtained by us. We will be responsible for 'those' data, interpretations, and recommendations, 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 work performed or, tobe performed by us, or by our, proposal for consulting or other services, or by our furnishing of oral or written reports of findings. CLIENT'S RESPONSIBILITY It is the responsibility of' Pacific Scene, Inc., or 'their representatives to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary, measures to ensure that the contractor and his subcontractors carry out' such recommendations during construction. FIELD EXPLORATIONS Forty-eight subsurface explorations, were made on April 5, 8 and 25, 1,983. These explorations consisted of backhôe trenches extending ,'to 'depths ranging from approximately 5 feet to 12 feet. The field 'work was con- I SDUTHRN CALIFORNIA SOIL AND 'TESTINO. INC. SCS&T 14144 . May 6, 1983 Page 13 I ducted under the observation of our engineering geology personnel. The approximate boring locations are provided on Plate Number 1. I The explorations were carefully logged when made. These logs are pre- sented on the following Plate Numbers 3 through 47. The soils are des- cribed in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency are given on the logs. Soil densities for granular I ,soils are given, as either very loose, loose, medium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, J soft, medium stiff, stiff, very stiff, or hard. Disturbed and undisturbed samples of typical and representative soils were obtained and returned to. the laboratory for testing. LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted I American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. A brief description of the tests performed are presented below: I a) MOISTURE-DENSITY: Field moisture content and dry ' density were determined for representative undisturbed samples obtained. This information was an aid to classification and permitted recognf- tion of variations in material consistency with depth. The dry unit weight is determined in'pounds per cubic foàt, and, the field• I .moisture content is determined as a percentage of the soil's dry weight. The results are -summarized in the trench logs. I I , SOUTHERN CALIFORNIA SOIL AND TESTING. INC. SCS&T 14144 May 6, 1983 Page 14 I CLASSIFICATION: Field classifications were verified in the. laboratory by visual examination. The final soil classifications are in accordance with the. Unified Soil Classification System. GRAIN SIZE DISTRIBUTION: The grain size distribution was deter- mined for representative samples of the native soils in accor- dance with A.S.T.M. Standard Test D-422. The results of these tests are presented on Plate Number 48. DIRECT SHEAR TESTS: Direct shear tests were performed to deter- mine the failure envelope based on yield shear strength. The shear box was designed to accomodate a sample having a diameter of .2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and at saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of these tests are presented on attached Plate Number 49. COMPACTION TEST: . The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance with A.S.T.M. Standard Test D-1557-78, Method A. The results of these tests are presented on the following Plate Number 49. EXPANSION TEST: The expansive potential of clayey soils was determined in accordance with the following test procedure and the results of these tests appear on Plate Number 50. Allow the trimmed, undisturbed or remolded sample to air dry to a constant moisture content, at a temperature of 100 degrees F. Place the dried sample in the consolidométer.and allow to compress under a load of 150 psf. Allow moisture to contact the sample and measure its expansion from an air dried to saturated condition. SOUTHERN CALIFORNIA.SOIL AND TESTING. 1NC. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL 1. COARSE GRAINED, More than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS -. More than half of coarse fraction is larger than No. 4 GP sieve size but smaller than 3". - GP.AVELS WITH FINES GM (Appreciable amount of fines) CC TYPICAL NAMES Well graded gravels, gravel- sand mixtures, little or no fines. Poorly graded gravels, gravel sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures. Well graded sand, gravelly sands, little or no fines; Poorly graded sands,gravelly sands, little, or no fines. Silty sands, poorly graded sand and silt mixtures. Clayey sands., poorly graded sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plast- icity Inorganic clays of low 'to mediums plasticity,gravelly clays, sandy clays,silty clays, lean clays. Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils. SANDS CLEAN SANDS SW More than half of coarse fraction is : SP smaller than No. 4 sieve size. SANDS WITH FINES SM (Appreciable amount of fines) SC 11. FINE GRAINED, More than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Liquid Limit CL less than 50 OL SILTS AND CLAYS MH Liquid Limit CE greater than 50 OH HIGHLY ORGANIC SOILS PT - Water level at time of excavation or as 'indicated US - Undisturbed, driven ring sample or tube sample CK - •Undisturbed chunk sample BG - Bulk sample . - SOUTHERN CALIFORNIA BOIL & TESTING, INC. SRØO RIVERDALE STREET CAN DIEGO, CALIORP'.IA CEICO Lake Calavera Hills Villiage J, Carlsbad, California BY CRB IDATE 5-6-83 4144 1 Plate No. 2 -CL z 0. TRENCH NUMBER 2 LU - I- - . 5 U. ELEVATION . . - CL CL . 0 CL - - Z LU cn 0.z LU < <• <00 0 -J 0 DESCRIPTION 0 () 0 o - CL Medium to Dark Brown Sandy Moist to Medium - Clay (Topsoil) Wet Stiff 2____ SM! Yellow-brown Clayey Silty Moist Medium SC Sand(Weathered Sandstone) Dense CL Green-brown Sandy Clay Moist Stiff - - (Weathered Mudstone) Buff Silty Sand. (Santiago Moist Dense - CK SM - Formation) 5- - Green-brown Sandy Clay Moist - CL Hard 6--j-- SM Buff. Silty Sand Moist Dense - -BAG - CK Moist Hard Green-brown SandyClay [CK SM Moist Buff Silty Sand Dense 12- -- Trench Ended at 12' SOUTHERNCALIFORNIA SUBSURFACE EXPLORATION LOG DATE LOGGED: SOIL & TSTING,IP4CII LOGGEDBY. CRB 4-5-83 Plate No 4 JOB NUMBER: 14144 I- CL W 0. W ._ 3 u) (n TRENCH NUMBER . 3 ELEVATION _______________- 4 , o0 W 0 0 Uj CL - - -. -I CL U, -J DESCRIPTION 0 C) - o ____ ------.---------------.---- -.-- -..--.- ________ -. ______ - CL Medium to Dark Brown Sandy Moist Medium Clay . Stiff to Stiff 2 ______ SM! Yellow-brown Clayey Silty Moist Medium SC Sand . . Dense 3 CL Green-brown Sandy Silty Clay Moist Stiff to (Santiago Formation) Hard 5. SM Buff Silty Sand Moist Dense 6- 7- 8 - CK I -) 9-. Trench Ended at 12' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG LOGGED BY: DATE LOGGED: SOIL & TESTItGINCS CRB JOB NUMBER: 14144 f Plate No. 5 z TRENCH NUMBER 4 -Jo 3 ELEVATION 0. 0. Lu < U) —J 0 DESCRIPTION 0 - - .- CL Medium to Dark Brown Sandy - Clay (Topsoil) l_ 1 2 SM Buff with Green Tint Silty Sand (Santiago Formation), CK Minor Lenses of Claystone and Siltstone I— w I— > z >• - - W z. - - UJO Lu — I— Lu LU — Z — I— 0 CL <U) Lu U) 0 I— U) Lu << 0. 0. 0 CL z ,- <00 cc 6 0 Moist Medium Stiff to Stif f — Moist I Dense 4- 5- - BAG 6_ 7- 8_ 9- CK 10- Trench Ended at 111 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INCS LOGGED BY. CRB IDATE LOGGED: 4-5-83 JOB NUMBER: 14144 Plate No. 6 0. - TRENCH NUMBER 5 3 ELEVATION a- Ui o 0 _____ DESCRIPTION - CL Dark Brown Sandy Clay (Topsoil) 1 2 CL Green-brown Sandy Clay - (Santiago Formation) 3- CK - BAG 4- 5 - CL Light Green-brown Sandy - Clay 6_ CK 0 cc 0 cc Moist to Medium - Wet Dense Moist .1 Hard Moist I Hard 116.0 I 14.4 7 - SM Buff with Green Tint Silty Moist Dense Sand 8 CK 9 Trench Ended at 10' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG_I LOGGED BY: DATE LOGGED: 4_5_83] SOIL & TESTIIIG,IP4C. JOB NUMBER: CRB 14144 Plate No z TRENCH NUMBER 6 - I- _Jo LU ELEVATION CL 0. Uj U) U) o DESCRIPTION CL Medium Brown Sandy Clay - (Topsoil) I- LU I- - - z z Z LU - ' W LU — I- - - LU - 0 - z LU 0.- 0 co CL S I-CL J 0. z 0 Cc cc 0 cc 0 0 Moist to Medium Wet Stiff 2 - SM Buff with Green-brown Silty Moist Dense - Sand (Santiago Formation) 3- 4_ PB CL I Green and Red-brown Sandy Moist to Hard Clay Very Moist 100.0 I 23.4 - SM Buff Silty Sand Moist I Dense 11- 12- Trench Ended at 12' ,SOUTHERN - CALIFORNIA 'SOIL & TESTIG,INC SUBSURFACE EXPLORATION LOG LOGGED BY CR8 1DATE LOGGED: 4-5-83 JOB NUMBER: I 14144 Plate No. 8 TRENCH NUMBER 7 Uj 5 ELEVATION Cn U, Ui U) 4 0 o DESCRIPTION CL Medium Brown Sandy Clay - (Fill) 1. 2_ 4 Ui 0 U) 44 z >- 0 , - - ,_,O - -I 0. 0 0 Medium Stiff Moist I CL! Green-brown, Yellow-brown Moist SM! Sandy Clay, Clayey Sand and 3 SC Silty Sand 4 ____ Seepage at Contact SM Buff with Green Tint, Silty Moist - Sand (Santiago Formation) 6- 7CK 8- 9- lo__ - -----.---------.--- - - _______ Trench Ended at 10' Loose to :edium Dense Dense SOUTHERN CALIFORNIASUBSURFACE EXPLORATION LOG 4-5-83 - SOIL & TESTING,INCU LOGGED BY:CRB DATE LOGGED: JOB NUMBER: e No.9 14144 Plat i I. i CL z 4c 0 Ix Medium Stiff to Stiff Medium Dense Dense z Lu TRENCH NUMBER 8 '- w - p.- z Lu _Jo 3 ELEVATION . p.- 0. CL U) 0. o . Uj U). o cn -J DESCRIPTION o - . _________________________________ CL Medium to Dark Brown Moist 1 Sandy Clay (Topsoil) 2 I SM Light Yellow-brown to Buff Moist Isilty Sand (Santiago For- imation) - PB 4- 5- 6 7 I Trench Ended at 11' SOUTHERN CALIFORNIASUBSURFACE EXPLORATION LOG <$> SOIL & TSTING,IP4C. LOGGED BY DATE LOGGED: CRB 4-5-83 JOB NUMBER: 14144 Plate No. 10 0.2 TRENCH NUMBER 10 Ui 3 ELEVATION • (I) Q. LU o -J 0 0 DESCRIPTION -- CL Medium Brown Sandy Clay - (Topsoil) 1_ 2 'U. h 'HI Medium - tiff to Stiff - Moist SM Buff with Green Tint Silty Moist - Sand (Santiago Formation) 4_ CK 5_ Medium Dense Dense 6- BAG 7- 8- 9- CK Trench Ended at 10' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INCI. LOGGED BY:CRB DATE LOGGED: 4-5-83 JOB NUMBER: 14144 Plate No. 12 - z 2 TRENCH NUMBER 11 w_ - 4 z W (, - Z_ > - - i 3 ELEVATION z U z CL U) (n U) ______________- 0. 3 Z . u Uj - 0 Z Uj .- . W < < <00cc 0 cc 0 I-' U U) DESCRIPTION 0 --- CL Medium Brown Sandy Clay Moist to Medium (Topsoil) Wet Stiff - - 2 3 SM Buff with Green Tint Silty Moist Medium - Sand (Santiago Formation) Dense - 4_ - CK 5- - 6 - - - - - CK 1L - Trench Ended at 12 1 - SUBSURFACE EXPLORATION LOG /\ SOUTHERN CALIFORNIA LOGGED BY: DATE LOGGED: SOIL & TEST INGIP1C. ca 4-9—R1 JOB NUMBER: 14144 Plate No. 13 >. W- - LUO LU W zCr I- > - I- I-Z LU - I- Z I- 0 . Cl) LU I-. >. 0 z <0 0 0 U 93 0 Medium Stiff to Stiff z 0 - TRENCH NUMBER 13 LU Z CC uJ UJ _Jo ELEVATION U) < U) CL W _______________- - . 0 Uj U, 0 DESCRIPTION CL Medium to Dark Brown Sandy Moist Clay (Topsoil) 1- - 2_ SM! Yellow-brown Clayey Silty Moist Medium - SC Sand(Weathered Sandstone) Dense 3_ SM Buff Silty Sand (Santiago Moist Dense - Formation) 4- 5- 6 CK 7- 8_ I9- 12 I Trench Ended at 12' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTUGIP3C, LOGGED BY: C"DATE LOGGED: 4-5-83 JOB NUMBER: 14144 Plate No 15 LU Q. z 0 - TRENCH NUMBER 14 - w > i- 0 I- - - z _Jo W Ui Z Z LU Cl) - U) I- UJO - LU 5 ELEVATION I-. U) Ui - .. Z U) LU I- c•) 44 3.0 __________-_______________CL 3.- 0 0. 3. U) 0. - 6z 0. DESCRIPTION 0 0 0 0 CL Medium Brown Sandy Clay Moist Medium - (Topsoil) Stiff. l_ SM! Yellow-brown Clayey Silty Moist Medium - SC Sand(Weathered Sandstone) Dense 2-_ SM Buff Silty Sand (Santiago Moist Dense - Formation) 3 - 14- 5 CK '6 17- 110-1 I I I I I 12 Trench Ended at 12' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,IP4C. LOGGED BY: CRB . DATE LOGGED: 4-5-83 JOB NUMBER: 14144 Plate No. 16 2 TRENCH NUMBER 16 Uj Cr U 3 ELEVATION < Cl) 0 0 DESCRIPTION 0- CL Medium Brown Sandy Clay Moist - (Topsoil) I- Uj LU I—Z () - (I) z cc I— CL a LU-- _ Q • (flW CL z >. 0 0 ed ium Stiff to Stiff SC Silty Sand(Weathered Sand- 2fiCK SM! Yellow-brown to Brown Clayey Moist stone) CL Green-brown Sandy Clay Moist (Santiago Formation) 4 5 6 CK BAG 7 8 9 - Trench Ended at 9' edium Dense ery Stiff to Hard 117.5 I 14.9 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB IDATE LOGGED: 4-5-83 JOB NUMBER: 14144 Plate No. 18 z Z iLl LU U, - Cn z_ - I- UJ > - 0 - I- U, - I 0.' LU •- I- U) W < - 0 <' a. U) • .9. i- a. CL z <00 >. cc 0 z O 0 0 Medium Stiff to Stiff Medium Dense Dense TRENCH NUMBER 17 I- w Uj LU 3 u. ELEVATION Q. s) ________________- CL 3 Uj 0 -J 0 o DESCRIPTION CL Medium Brown Sandy Clay Moist - (Topsoil) 2 - SM!. Yellow-'brown Clayey Silty Moist SC Sand(Weathered Sandstone) SM Buff, with Green Tint Silty Moist - Sand (Santiago Formation) 4_ PB 5- 6_ 7 - CL Green-brown Sandy (flay Moist Hard 8_ CK 9-. 10_ Trench Ended at 10' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTIPG,IP1C LOGGED BY. CRB DATE LOGGED: 4-5-83 JOB NUMBER: 14144 Plate No. 19 - 0...- TRENCH NUMBER 18 I- ui ,-. Ix CC Z z ELEVATION w _ z Cl)0, _______________- DESCRIPTION CL Medium Brown Sandy Clay Moist to Medium - (Topsoil) Wet Stiff to 0, Stiff 2 SM! Yellow-brown Clayey Silty Moist to Medium - C Sand (Weathered Sandstone) Wet Dense - - Green-brown Sandy Silty Clay Moist to Stiff CL - - (Weathered Sandstone) Wet - Green-brown Sandy Silty Clay' Moist Hard - - \ (Santiago Formation) - CK SM Buff Silty Sand Moist Dense - 6_ 7 8_ - Trench Ended at 9' SUBSURFACE EXPLORATION LOG SOUTHERN CALIFORNIA LOGGED BY: CRB DATE LOGGED: 4-5-83 SOIL & TEST'ING,It4C. JOB NUMBER: 14144 Plate No. 20 Z -- uJ z UJO. uJ uJ Cl) ,_ z Cl) I- Z — — I- 4 c - 3.0 0. 4 W UJ CL I- <4 . a.z >. 0 z w 0 0. Moist Medium - Stiff 0. w 0. Uj (I) -Jo 5 cn - TRENCH NUMBER 19 ELEVATION 0 0 DESCRIPTION CL Medium Brown Sandy Clay - (Topsoil) 1_ 2 3 SM Light Yellow-brown to Buff Moist Medium 4 Silty Sand (Santiago Formation) Dense Dense 5 6 7 8 9 10 Trench Ended at 10' SOUTHERN CALIFORNIASUBSURFACE EXPLORATION LOG DATE LOGGED: SOIL & TESTING,INC. LOGGED CRB 4-5-83 JOB NUMBER: 14144 Plate No. 21 Uj 2 TRENCH NUMBER 20 LU Ul x UJ - U. 0_ ELEVATION -J o. Uj 0 -J DESCRIPTION CL Medium to Dark Brown Sandy Moist Clay (Topsoil) 1 >. I-. >. I- — uJ_ z w W cn I-Z cn z Uj M I- Ui 0. CI) '• I- in UJ• - CL zcc <00 cc z 0 0 0 Medium Stiff to Stiff SM! Yellow-brown to Brown Clayey Moist SC Silty Sand (Weathered Sand- stone) FL Green-brown Sandy Silty Clay Moist - (Santiago Formation) Buff Silty Sand Moist Medium Dense Very Stiff to Hard Dense CK rench Ended at 10 SOUTHERN CALIF ORP1IA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY CRB 1DATE LOGGED: 4-5-83 Plate No. 22 JOB NUMBER: 14144 - TRENCH NUMBER 21 Uj W 3 ELEVATION CX < U) a. _________________ Ui U) -J DESCRIPTION U ______________________ SC Brown and Gray Brown Clayey Moist - Silty Sand (Alluvium) 1_ >. I- I- z U) z UJO > I-.Z 4 UJ LU I- _ I- UJ C.) 44 0. cn I- O. 8. >. W <00 0 z C.) C.) o Loose to - Medium Dense 2 3 SC Gray Brown Clayey Silty Sand Moist to Medium - (Weathered Sandstone) Wet Dense to 4 Dense CK BAG W. 9 SM Yellow Brown Silty Sand Moist Dense to 10 f (Santiago Formation) Very Dens I 11 Trench Ended at 11' SOUTHERN. CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTI4G!NC. LOGGED BY:CRB fDATE LOGGED: 4-8-83 JOB NUMBER: 14144 Plate No. 23 Z TRENCH NUMBER 22 - W '- .' 1-Uj - z >- I.- _Jo CC I-.Z Lu z z - Ui Ui U) zI- wo > - a ELEVATION Ui - Z 0W i- 0 'I, U) - . 0 z _____________ 0 0 o 0 o 0 - 0 DESCRIPTION 0 C) 0 Gray Brown, Interbedded Silt) Saturated Loose to 7 SM! SC I(Alluvium) Sand and Clayey Sand Medium 1 - Dense 12 13 14 15 6 SM Yellow Brown Silty Sand 7 (Santiago Formation) Moist Dense to Very Dens Trench Ended at 8' SOUTHERN CALIFORNIA SOIL & TESTING,INC SUBSURFACE EXPLORATION LOG LOGGED BY 1DATE LOGGED: 4883 JOB NUMBER: 14144 Plate No. 24 I_ui I- >• >. I- LU z Z CC Z Z w LU U) UJ LU O I- CC <U) CC I- 4 Ui - _ Z LU - I-C) < 4 O. 3. z >.. 0 z I gL- 0 C) a C) o Moist Medium - Dense CL - TRENCH NUMBER 24 ELEVATION CL U)U, U) U) 4 0 DESCRIPTION SM! Medium Brown Clayey Silty - SC Sand (Topsoil) 2 — SM! Yellow Brown Clayey Silty - SC Sand (Weathered Sandstone) SM Buff with Greenish Tint Silty Sand (Santiago - Formation) 4 5 6 7 - ML Green Brown Sandy Silt 8 SM - Buff with Greenish Tint 9 Silty Sand 10 11 Trench Ended at 11' Moist Medium Dense Moist Dense to Very Dense Moist Hard Moist Dense to Very Dense SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTI$G,!NCUI LOGGED BY: 1DATE LOGGED: 4-8-83 Plate No. 26 JOB NUMBER: 14144 p—Lu I— z Z Cc z Z W LU — Z.. LUO - CC co Cr p- z < WLU — p- Z W C) Q. (1) z = I- a 00 Cx O cc 0 0 Moist Medium Stiff to Stiff = _UJ cn 0 CL • < -Jo (I) -J TRENCH NUMBER 25 ELEVATION 0_ 0 DESCRIPTION CL Medium Brown Sandy Clay - (Topsoil) 1_. CK 2 SM Buff with Greenish Tint - Silty Sand (Santiago 3 Formation) 4- 5- 6 Moist Dense to Very Dense 7 CL! Green Brown Sandy Silty.Clayj Moist Hard ML Clayey Silt 8 9 10 11 Trench Ended .at 11' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB 1DATE LOGGED: 4-8-83 JOB NUMBER: 14144 Plate No. 27 I- - - z LU z LU UJ U) - <U) <Cl) w LU 3.0 0 CC 0 0 2 0 0 o _w Moist Medium - Stiff to Stiff - 2 . TRENCH NUMBER 26 4 -Jo ELEVATION 3. 3. LU 0 -J 0 0 DESCRIPTION _ CL Medium Brown Sandy Clay - (Topsoil) 1 CK 2_ - SM! Dark Yellow Brown Clayey Moist Medium SC Silty Sand (Weathered Dense Sandstone) SM Buff with Greenish Tint Moist Dense to Silty Sand with Minor Very Pockets of Siltstone Dense (Santiago Formation) 5- 6_ 7 8 9 Trench Ended at 11' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INCI LOGGED By: CRB DATE LOGGED: 4-8-83 Plate No. 28 JOB NUMBER: 14144 = CL Uj Uj CL 4 U) 4 cn 4 -j TRENCH NUMBER 27 ELEVATION U - ____ - DESCRIPTION CL Medium Brown Sandy Clay - (Topsoil) 1 2 3 >. z — UJO LU UI . z ,_.z - 0 U) • Wa. q . _j 44 a. a. >. -0 <00 0 00 o Moist Medium Stiff to Stiff CL! Green Brown Sandy Silty Clay 4 Moist Hard - ML Clayey Silt (Santiago Formation) 5 6 7 8 9 10 -11 Trench Ended at 11' I I A I SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTIPIG,INC. LOGGED By: CRB DATE LOGGED: 4-8-83 JOB NUMBER: 14144 Plate No. 29 'I I '- Q - 2 LU 2 LU LU Cn > WO a. — - <U) 2 LU — 0 .. ca LU - 2 < < CL 0. 02 -Jo. >. 0U 1 C.) Moist Stiff M7 I• a. LU 0 • z 0 LL TRENCH NUMBER 32 ELEVATION _______________ -J DESCRIPTION o CL Medium Brown Sandy Clay - (Topsoil) 1.. 2 SM Buff with Greenish Tint Silty Sand (Santiago 3_ Formation 4 5 6 Trench Ended at 6' Moist Dense to Very Dense SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG LOGGED BY CRB DATE LOGGED: 4883 SOIL & TESTIPIG;INC. JOB NUMBER: 14144 Plate No. 34 z TRENCH NUMBER 33 > - 2 . Z LU z LU fl — LU LU O -1 0 < ELEVATION CC Cl) IX ,- z LU LU - Z — — a. (I) _________________ _______________ a.O a. U) LU I-. 4 —1 CL 4 >. DESCRIPTION 0 0 o 0_ , -_ ___________ ________ -. - CL Medium Brown Sandy Clay Moist to Medium (Topsoil) Wet Stiff to 1_ Stiff 2 3 4 5 6 7 8 9 10 MI Brown and Yellow Brown Moist SC Clayey Silty Sand (Weathered Sanstone) Buff with Greenish Tint Moist Silty Sand Medium Dense Dense to Very Dense Trench Ended at 10' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTIP4G,INC. LOGGED BY: j1DATE LOGGED: 4-8-83 <$> W JOB NUMBER: 14144 Plate No. 35 I-Uj I-. z LU z Lu w - - LuO > - I- <U) Z W Z Lu I- 0 0. 0 0. U)• a ,_ 31. 0. uJ 0 0 o Moist to Medium - _ Wet Stiff to Stiff Moist Medium Dense Moist Dense to Very Dense 2 TRENCH NUMBER 34 Uj i ELEVATION 0. 0. Uj U) -J DESCRIPTION o CL Medium Brown Sandy Clay - (Topsoil) 1 2 SM! Yellow Brown Clayey Silty Sand (Weathered Sandstone) SM Buff with Greenish Tint Silty Sand (Santiago Formation) 4 t ... , 15 Light Green Brown Trench Ended at 7' 17 SOUTHERN CALIFOR NIA SUBSURFACE EXPLORATION LOG <$> SOIL & TESTINGJ1NC. LOGGED BY: c 1DATE LOGGED: 4-8-83 JOB NUMBER: 14144 Plate No. 36 -CL - 0. Ui 4 4 jO Cl) TRENCH NUMBER 35 ELEVATION 0 o DESCRIPTION CL Medium Brown Sandy Clay - (Topsoil) 1_ 2 SM Buff with Greenish Tint (Santiago Formation) 3- 4 Moist Dense to Very Dense 1-LU z - WO LL, LU I- CO cc > I•- —1- 4 LU 0.a — I- Ch LU 1-0 44 0. I- -j 0. 0. z z LU <00 0 cc 0 o o Moist Medium Stiff to Stiff - — 'CL Green Brown Sandy Clay Moist - (Fractured) 5 SM Buff with Greenish Tint Moist Silty Sand 6 CK 7 - - Trench Ended at 8' Hard Dense to Very Dense SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG 1 SOIL & TESTING9 IP4CI LOGGED DATE LOGGED: 4-8-83 Plate No. 37 ,JOB NUMBER: 14144 Lu Z 0 TRENCH NUMBER 36 '- w >• > - z 2 uJ Z u iu cn - U' uJ - UJ — _Jo ELEVATION < — z U) Lu LU Z 0W I— 0 << CL Cn 3.0 U) ' (L I— - 0. 4 4 00 z 0 Uj cc 0 - DESCRIPTION 0 0 CL Medium Brown Sandy Clay Moist Medium (Topsoil) Stiff to Stiff SM Brown Silty Sand (Weathered Moist Medium Sandstone) Dense SM Buff Silty Sand (Santiago Moist Dense to Formation Very Dense 07 Trench Ended at 12' SOUTHERN CALIFORNIASUBSURFACE EXPLORATION LOG SOIL & TESTING,IP1C. LOGGED BY: CRB DATE LOGGED: 4-8-83 $> JOB NUMBER: 14144 Plate No. 38 = i a. 4 -Jo 3 TRENCH NUMBER 37 ELEVATION 0 0_ DESCRIPTION CL Medium Brown Sandy Clay - (Topsoil) 1 2 3 Green and Red Brown Sandy Clay, Fractured (Santiago Formation) Buff with Greenish Tint Silty Sand I- >• z - - Wz - - UJO Ui w UJ (I) ,- z Cr Z > - - I-. I- 0 <Cl) a.- 4 uj a. 0 W 00 CL - Ui <4 - J a. a.O 0 CC 0 cc 0 cc 0 0 Moist Medium Stiff to Stiff Moist I Hard Moist Dense to Very Dense Trench Ended at 10' -U ,SOUTHERN CALIFORNIA SOIL & TESTIMG1NCI SUBSURFACE EXPLORATION LOG LOGGED BY: CRB DATE LOGGED: 4-8-83 JOB NUMBER: 14144 f Plate No. 39 4£ - Li - ' ..' — A — A6 —%m m — md — A — Li 0 ID 00 0" Lln cD DEPTH Ift.I SAMPLE TYPE S OIL CLASSIFICATION _ C m —i F- (D r I td En 0 El ( z - m H - p 0 '- 5' -7 z cn c P '<0. ) H .?I o m -, 0 N.) m -- — '-, F-1. I—. 00 . APPARENT g C) CD C)) z a MOISTURE (/1 ca ri APPARENT p-i CONSISTENCY rr ORDENSITY 0 x / DRY DENSITY — 0 rn 0 Ipcfl MOISTURE z 0 CONTENT (%I co 00 RELATIVE COMPACTION 1%! z TRENCH NUMBER 39 w w 2 4 UJ ui W i) - U) I- Iuo Uj 3 ELEVATION U) . 4 a) w (Li . Z g) LU - -. 4< a.U) >. a - • uJ - DESCRIPTION 0 0 0 0.. ____ _____ _________________________________ CL Medium Brown Sandy Clay Moist Medium - (Topsoil) Stiff to 1.. Stiff 2 4 ICL Green and Red Brown Sandy Clay (Santiago Formation) 15 Moist I Hare W. 7 - Red Brown 8 SM Yellow Brown Silty Sand 9 1 Buff with Greenish Tint Moist Dense to Very Dense 110 Trench Ended at 10' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG <$> SOIL & TESTING,INC LOGGED BY: CRB 1DATE LOGGED: 4-8-83 JOB NUMBER: 1-4144 Plate No. 41 z TRENCH NUMBER 42 = 4 I 3U. ELEVATION 0. 0 4 4 -J 0 - DESCRIPTION - CL Medium Brown Sandy Clay (Topsoil) 1 2 SM Buff Silty Sand (Santiago 3 Formation) 4 5... Trench Ended at 5' - TRENCH NUMBER 43 CL Medium Brown Sandy Clay (Topsoil) I - 2 _ 3 L Green Brown and Red Brown - Sandy Silty Clay (Santiago 4 Formation) 5- 6 — Yellow Brown Silty Sand SM 7 - Buff - Trench Ended at 8' - I_ui I-U >• >• - Lu — z z LU - U) - UJO <U) I-Z Lu.- z I- Z 1-0 a.— Ui << 0. z <00 >. Z 0 Z UJ - 0 --- - 0 - - Moist to Medium Wet Stiff to Stiff Moist Dense to Medium Dense Moist to Medium Wet Stiff to Stiff Moist I Hard Moist Dense to Very Dense SOUTHERN CALIFORNIA SOIL & TESTING,INC SUBSURFACE EXPLORATION LOG LOGGED BY CRB 1DATE LOGGED: 4-8-83 JOB NUMBER: 14144 Plate No. 44 TRENCH NUMBER 46 4 Uj - 5 ELEVATION 3. Cl, 4 (I' Z jr .- Z >. 0>• <Cl) CL (L 0 j . 3. 4T - WQ) 0. z UJ C.) nRcrflIPTIflNJ I Light Gray to Light Yellow Moist Dense to Brown ( Santiago Formation Very Dense Trench Ended At 6' Trench Number 47 Light Gray Silty Sand Moist Dense to C Santiago Formation) Very Dense Green Brown Sandy Clay Moist Hard M Light Green Brown Silty Moist Dense to Sand Very Dense Trench Ended at 6' I SOUTHERN CALIFORNIA SUBSURFACE EXF OGGEDBY: c SOIL & TESTING,INC. NUMBER: 14144 z TRENCH -NUMBER 48 1- iu .) 4 LU z Z W Lu cn Lu I&J O > ELEVATION CL - (I) w Ui U) ILl Z 44 0. . o CL U) ' CL I- 3z 4 _______________- ______________ 4 4 O cc 0 DESCRIPTION 0 0 0 SM Buff Silty Sand (Fill) Moist Medium - - Dense CL Green Brown Sandy Clay Moist Hard - ( Santiago Formation) • - SM Light Green Brown Silty Moist Dense to - Sand : Very Dense Trnch Ended at 5' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTIPdGINC LOGGED BY CRB DATE LOGGED: 4-25-83 JOB NUMBER: 14144 Plate No. 47 GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS SAMPLE :-4 @ 5'-6 T-15@ 7 1 -8' ' 6" • 4" 3" 2" • 11/2 In -' 3/" w14 a ioo co z #4 cc 96.2 100 n #8 78.8 98.6 #16 67.3 96.5 • #30 50.6 92.7 cr #50 27.7 67.3 #100 13.5 33.4 200 7.5 21.1 05 mm .005mm .001 mm :--- LIQUID LIMIT PLASTIC LIMIT I PLASTICITY INDEX I I SOUTHERN CALIFORNIA I S L SOIL & TESTING LAB, INC. 6280 PIVERDALE STREET 4 SAN DIEGO, CALIFORNIA 92120 BY DBA DATE 4-18-83 (JOB M0_14144 Plate No.48 UNIFIED I CLASSIFICATION SM/sw SM DIRECT SHEAR TEST RESULTS SAMPLE DESCRIPTION angle of Internal friction (°) cohesion intercept (psf) T-4 @ 5'-6' Remolded to 90% 42 200 T-15 @ 7'-8' Remolded tO 90% 33 150 8' Undisturbed 22 800 MAXIMUM DENSITY and OPTIMUM MOISTUR CONTENT ASTM_D1557-78 METHOD A 'SAMPLE . DESCRIPTION maximum density (pcf) optimum moisture content (%) T-4 @ 5'-6' Buff with Green Tint Silty Sand 122.2 11.8 T-12 @ 7'-8' Green-brown Silty Clay 114.0 12.5 T-15 @ 71 -8' Ruff Silty Sand 116.1' 13.3 ___ SOIL & TESTING LAB, INC. BY DBA ' b ATE 4-19-83 SOUTHERN CALIFORNIA 8280 RIVEROALE STREET SAN DIEGO, CALIFORNIA 92120 JOB NO. 14144 Plate No. 49 I I I EXPANSION TEST RESULTS SAMPLE T 4 @ 5'-6' T 5 @ 6' - T6 @ 8' T 12 @ 7'-8' T 16 @ 8' CONDITION Remolded and Air Dried Undisturbed and Air Dried Undisturbed and Air Dried Undisturbed and Air Dried Undisturbed and Air Dried INITIAL M.C.(0I0) 1.1 4.7 6.5 4.6 4.8 INITIAL DENSITY(PCF) 111.1 116.6 100.0 103.5 117.5 FINAL M.C.(°Ia) 15.0 22;3 36.9 31.0 21.6 NORMAL STRESS(PSF) 150 150 150 150 150 EXPANSION (°/o) 0 11 19 14 12 SAMPLE T26@1 CONDITION Undisturbed and Air Dried INITIAL M.C.(°/.) 4.8 INITIAL DENSITY(PCF) 101.4 FINAL M.C.(°/0) 23.9 NORMAL STRESS(PSF) 150 EXPANSION (°/) 6 SAMPLE CONDITION INITIAL M.C(°/0) INITIAL 'DENSITY(PCF) FINAL M.C. (0/0) NORMAL STRESS (PSF) EXPANSION (010) . SOUTHERN CALIFORNIA TESTING LABORATORY, INC. Lake Calavera Hills Village J 6280 RIVERDALE STREET Carlsbad, California SAN DIEGO, CALIFORNIA 92120 714-280•4321 BY DBA b DATE 5-6-83 JOB NO. 14144 I Pla te No. 50 I I ORIGINAL GROUND / . • : \ / I 1 . •. COMPACTED FILL / a 4 • CLEANOUT FIRM! • • 6" MIN 000000g 00 .0o000 /0Q EXCAVATION NATURAL GROUND o000'00 0 00 0 0 00 - o O0oQo0 OJ 000 ODQO 000 %o OØOO 0 Ooo00 00 0000 OQO •0,0 18" MIN O0oo00c000,0Ob &)o .24" MIN 000o0o0000 0 00000 00 0 4 0 0000000 0 0 J00 00 0a 0 000 0 I MINUS 1" CRUSHED ROCK COMPLETELY SURROUNDED 1.3" 4" MIN BY FILTER FABRIC, OR MiN CLASS II PERMEABLE MATERIAL 4" DIAMETER PERFORATED PIPE - MINIMUM 1% SLOPE PIPE DEPTH OF FILL MATERIAL OVER SUBDRAIN ADS (CORRUGATED POLETHYLENE 8 TRANSITE UNDERDRAIN 20 PVC OR ABS: SDR 35 35 SCHEMATIC ONLY SDR 21 o NOT TO SCALE . SOUTHERN CALIFORNIA BOIL & TESTING, INC. e280 RIVEROALE STREET BAN DIEGO, CALIFORNIA 92120 Lake Calavera Hills Village J Carlsbad, California BY DBA IDATE 5-6-83 TYPICAL CANYON SUBDRAIN 14144 1ate No. 51 07 SLOPE STABILITY CALCULATIONS Janbu's Simplified Slope Stability Method \C :VJ0r75 , FS =NCf(w ) Assume strength parameters throughout the slope Z (°) C (psf) Ws. (pcf) mci • H(ft) : ES 33 150 118.8 2:1 50 1.7 22 800 127.6 ' 2:1 38 1.98 Where: Z = Angle of Internal Frition C = Cohes9on (psf) W = Unit weight of Soil (pcf) H = Height of Slope (ft) S FS = Factor of Safety S SOUTHE RN CALIFORNIA Lake Ca1avera Hills Village J SOIL & TESTING. INC.' BY: DBA LATE: 5683 JOB NUMBER: 14144 Plate No. 52 SIJRFICTAI SLOPE STACILITY b SLOPE SURFACE I Fd POTENTIAL FAILURE SURFACE SFLOW I I N ES RESOLUTION OF FORCES - SATURATED SLOPE Assume: (1) Saturation of slope surface to depth z (2) Flow lines parallel to slope surface Unit weight of water F.S. = Factor of Safety S Unit weight of soil C = CQhsjQn along plane aiIure Fd o i Driving force 0 = Angle of internal friction Fr = Resisting force along plane of failure Fd = b z lis sin a cos - Fr = b z (Ws-11W) cos2a tan 0 + c b F - Fr = Z (W 5-W,,) cos2a tan 0 • c F.S. zW5 sin a cos a tan-0 C + 2 tan a z W5 sin a cos a let. W = W WS 2 . SOUTHERN CALIFORNIA SOIL & TESTING, INC. - •sea RIVER0ALS OTREffT SAN DIeQO, CALIFORNIA 9120 Lake Calavera Hills Village J Carlsbad, California 9'i' - IDATE DBA 5-6-83 JOB NO. 14144 IPlate No. 53 c1 .6 I —71 ifl I CL Li cr 1 I \__ . ,• - r -z I\ C z . I T LLJ U LLJ - .'•.• ' U. lu CL eu .2 .. I • \\ SOUTHERN CALIFORNIA ) SOIL. S TESTING, INC. Lake Calavera Hills Village J Carlsbad, California I S ary DBA . DATE . - 5-6-83 JOB ?40- - 14144 Plate No. 55 J I SCS&T 14144 May 6, 1983 Appendix A, Page 1 LAKE CALAVER.A HILLS VILLAGE J RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications, is to establish procedures for clear- ing, compacting natural ground, preparing areas to be filled, and placing I and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary, soil investiga- tion report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction' with the soil. report ,for which they are a part. No deviation from these specifications will be allowed, except I where specified in the' soil report or in other written communication signed by the Soil Engineer. I OBSERVATION AND TESTING Southern California Soil & Testing, Inc. 'shall be retained as' the Soil I . Engineer to observe and test the, earthwork in accordance with these speci- fications. It will be necessary that the Soil Engineer or his representa- tive provide adequate observation so that he may provide an opinion that the work was or was not accomplished as specified. It shall be the ré- sponsibility of the contractor' to assist the soil engineer and to keep him apprised of work schedules, changes and new information and data so that I 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 j contacted' for further recommendations. I ' ' I SCS&T 14144 May 6, 1983 Appendix A, Page 2 If, in the opinion of the Soil Engineer, substandard conditions are en- countered, such as; questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., he will be empower- ed to either' stop construction until the conditions are remedied or cor- rected or recommend rejection of this work. Test methods used to determine the degree of compaction should be per- formed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - A.S.T.M. D-1557-78. Density of Soil In-Place - A.S.T.M. 0-1556-64 or A.S.T.M. D-2922. All densities shall be expressed in terms of Relative Compaction as deter- mined by the foregoing A.S.T.M. testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived 'from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished apperance, free from unsightly debris. 'Any abandoned 'buried structures- encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be. removed from within 10 feet of. the structure and properly capped off. The resulting depressions from -the above des- cribed procedures should' be backfilled with acceptable soil that is com- pacted to the requirements of the Soil Engineer. ' This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, 1 SOUTH N CALIFORNIA SOIL AND TESTING. INC. I I SCS&T 14144 May '6, 1983 Appendix A, Page 3 storm drains, and water lines. Any buried structures or utilities not to be abandoned 'should be investigated by. the Soil Engineer to determine if any special recommendation will be necessary. I I 0 I All water wells which will, be abandoned should be backfilled and capped in accordance to t.he requirements set forth in the Geotechnical Report. 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 diameter, of the well and 'should be determined by the Soil Engineer and/or a qualified Structural Engineer. When the slope of the natural ground receiving fill exceeds 20%, (5 hori- zontal units to 1 vertical unit), the original ground shall be stepped or benched. , Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide or 1 1/2 times the equipment width whichever is greater and shall be sloped back into the hillside at a gradient of not less' than two (2) percent. All other benches should be at least' 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as, specified hereinbefore for compacted natural . ground. 'Ground slopes flatter than 20% shall be benched when considered necessary by the Soil Engineer. 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 moisture con- tent, compacted and tested for the minimum degree of compaction in the Special Provisions or the recommendation contained in the preliminary soil investigation report. All loose soils in excess ,of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least-85% of its maximum dry density. SOUTHERN CALIFORNIA S,OIL AND TESTING. INC. 'I SCS&T 14144 May 6, 1983 Appendix A, Page 4 FILL MATERIAL ' Materials placed in the fill shall be approved by the soil engineer and I shall be free of vegetable matter and other deleterious substances. Gran- ular soil shall contain sufficient fine material to' fill the voids. The definition and disposition -of oversized rocks, expansive and/or detrimen- tal soils are covered in the soils report or Special Provisions. Expan- si.ve soils, soils of poor gradation, or soils with low strength character- istics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the soil engineer. ' Any import material shall be approved by the Soil ,Engineer before being brought to the site. I PLACING AND COMPACTION OF FILL 1. Approved fill material shall be placed in areas preparedto receive fill in layers not to exceed 6 inc,hes in compacted thickness.. Each layer shall have a uniform' moisture content ,in the range that will allow' the compac- tion effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the minimum speci- fied degree of compaction with equipment of adequate size to economically compact the. layer. Compaction equipment should either be 'specifically ,I designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary soil investigation report. • ' ' U When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction' recommended in the Special Provisions is, I 1 SOUTHERN CALIVORNIA 5OIL AND TESTING. 1NC. I Ii I I SCS&T 14144 May 6,1983 Appendix A, Page 5 achieved. The maximum size 'and spacing of rock permitted in structural fills and in non-structural fills is discussed in the soil report, when applicable. Field observation and compaction tests to estimate the degree of compac- tion of the fill will be taken by the Soil Engineer or his representative. The 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 reworked to' the satisfaction of the Soil Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable 'equipment. Compaction 'by. sheep.sf'oot 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 track- rolled. Steeper fill slopes shall be over-built and cut-back to finish contours. Slope compaction operations shall result in all fill material six or more inches inward from the finished face ,of'the slope having a relative compaction of at least 90% of maximum dry density or that speci- fied in 'the Special Provisions section of this specification. The compac- tion operation on the slopes shall be continued until the, Soil Engineer is satisfied that the slopes will be stable in regards to surficial stabil- ity. Slope tests will be made by the Soils Engineer during construction of the slopes to determine if. the 'required compaction' is being achieved. Where failing tests occur or other field problems arise, 'the Contractor will be notified that day of such conditions by written communication from the Soil Engineer in the form of a 'daily field report. SOUTHERN CALIFORNIA SOIL AND TESTING, INC. I SCS&T 14144 May 6, 1983 Appendix A, Page 6 If the method of achieving the required slope compaction selected by the I Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such, slopes until the required degree of compaction is obtained, at no additional cost to the Owner or Soils Engineer.. I CUT SLOPES 4 I .The Engineering Geologist shall inspect all cut slopes excavated in rock or lithified formational material during the grading operations at inter- vals determined 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 I bedding, joints or fault planes are encountered during, grading, these, conditions shall be analyzed by the Engineering Geologist and Soil Engi- neer to determine if mitigating measures are necessary. I Unless otherwise specified in the soil. and geological report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. I . ENGINEERING OBSERVATION I 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 h-is representative or I . the observation and. testing shall not release the Grading 'Contractor from his duty to compact all fill 'material to the specified degree of compac- I.tion. I SOUTHERN CALIFORNIA S0IL AND 'TESTING. INC. SCS&T 14144 May 6,1983 Appendix A, Page 7 SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS-SPECIAL PROVISIONS The minimum degree of compaction to be obtained in compacting natural ground, in the compacted, fill, and in the compacted backfill shall be at least 90 percent. ' Detrimentally expansive soil is defined as soil which will swell more than 3 percent against a pressure of 150 pounds per square foot from a condi-, tion of 90 percent of maximum dry density and ai.r dried moisture content to saturation. . . . . . . Oversized fill material is defined as rocks or lumps over 6 inches in diameter. At, least 40 percent,of the fill soils shall pass through a No. 4 U.S. Standard Sieve.' ' . '• , , , Transition Lots: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a.•minimum of one foot below the base of the proposed footings and recompacted as structural backfill. . . . -. SOUTHERN CALIFORNIA SOIL AND TESTING. INCA