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Home My WebLink AboutCT 79-01; PALOMAR AIRPORT BUSINESS PARK; SOILS REPORT; 1974-02-26Lawney-Haldueer AssaEiates' Foundation I Soil I Geological Engineers 11558 SORRENTO VALLEY ROAD, SAN DIEGO, CALlFQRNIA 9~121 Cabot Cabot & Forbes 110 West A Street, Suite 1100 San Diego, California 92101 Attention: Mr. Paul Hammonds February,,26, 1974 S 114-1, .S602 ~0HN V. \:.OWNEY, C.,!; •. p'I;-TE.R KALOYEER; C. E. ,ROBERTRPHATER, C.E. DONALD H. liU':LEBRANDT, C. E .. 714/453-5605 RE: GEOTECHNICAL INVESTIGATION C .c.& F. PALOMAR,AIRPOR:r BUSINESS PARK -' PHAS'E I CAR'LSBAD, CALiFORNIA Gentlemen: In accordance with your request, we have .'perfo,rmed a detbiled soil andgeologic'9l investigation for the subject project. The accompanying repottpre.seAts the :results: of our field investigation, laboratory tests, and engineering analysis. The soiJ and" foundation conditions are discussed and recommendations for the geotechni.cal engineering aspects of the project are presented. . We refer you to the text of the report for detai'led re¢ommendatTons.. If you have any questions concernin9 our findings, pJease call. Very truly yours, . LOWNEY /KALDVEER ASSQCIATES Robert Prater RP:rcs cc: Addressee (4) Rick Engineering Company (4) PALO ALTO / OAKLAND / MONTEREY / SAN DI!;G9 . GEOTECHNICAL INVESTIGATION For C.C.& F PALOMAR AIRPORT BUSINESS PARK PHASE I CARLSBAD, CALIFORNIA To CABOT CABOT & FORBES 110 West A Street r Suite 1100 San Diego 1 Cal Horn ia February 1974 TABLE OF CONTENTS Page No. Letter of Transmittal TITLE PAGE TABLE OF CONTENTS INTRODUCTION SCOPE I SITE INVESTIGATION A. Surface B. Subsurface C. Groundwater D. Geology and Seismicity CONCLUSIONS AND RECOMMENDATIONS A. EARTHWORK 1. Clearing and Stripping 2. Preparation for Fi II ing 3. Excavation 4. Materials for Fill 5. Expansive Materials 6. Slopes 7. Compaction 8. Trench Backfill 9. Drainage 10. Construction Observation B. FOUNDATIONS 1 • Footings 2. Siabs-on-Grade 3. Latera I Loads C. PAVEMENTS FIGURE 1 -SITE PLAN FIGURE 2 -RECOMMENDATIONS FOR FILLING ON SLOPING GROUND FIGURE 3 -ANTICIPATED MATERIAL TYPES IN PROPOSED CUT AREAS APPENDIX A -FIELD INVESTIGATION Table A-l -Summary of Exploratory Test Pits Key to Boring Logs Exploratory Boring Logs APPENDIX B -LABORATORY INVESTIGATION Gradation Test Data (Figures B-1 and B-2) Plasticity Chart and Data (Figures 8-3 and B-4) Compaction Test Resul ts (Figures B-5 through B-8 2 2 2 3 3 4 4 4 5 5 5 5 6 7 7 7 7 8 8 9 9 10 J I I TABLE OF CONTENTS (Cont'd.) Table B-1 -Results of No. 200 Sieve Tests Table B-2 -Summary of Direct Shear Tests on Unqisturbed Materials Table B-3 -Summary of Direct Shear Tests on Remolded Sampl-es Table 8-4 -Results of Confined Compression Tests Table B-5 -Results ~f Swell Tests Table B-6 -R-Value Test Results APPENDIX C -GUIDE SPECIFICATIONS -SITE EARTHWORK GEOTECHNICAL INVESTIGATION FOR C.C.& F PALOMAR AIRPORT BUSINESS PARK -PHASE I CARLSBAD, CALIFORNIA INTRODUCTION In this report we present the results of our geotechnical investigation for the Phase I portion of a proposed 330-acre business park to be located southwest of the intersection of EI Camino Real and Palomar Airport Road in Carlsbad, California. The purpose ·of this investigation was to evaluate in detail the subsurface conditions at the site and to provide recommendations covering the geotechnical engineering aspects of the develop- ment. It is our understanding that the buildings comprising the deve.lopment wil-l probably 'be predominantly one and two-story concrete Hit-up structures with slab-on-grade floors. Building column loads will probably not exceed 100 kips and perimeter wall loads will likely be less than 5 kips per lineal foot. Floor loads will probably be less than 500 pounds per square foot. Extensive earthwork will be required to attain the design finish site grades. Cuts of up to about 55 feet and fills of between 25 and 30 feet are presently planned. The approxi- mate' boundaries of major cut areas are indicated on Figure 1 and are based on the Master Grading Plan (latest revision February 5, 1974) prepared by Ric;k Engineering Company. The first portion of the site earthwork in the Phase I qrea will involve 1) cutti.ng from the high area north of A Street (vicinity of exploratory borings EB,..l and EB-2, and test pits TP-l and TP-2 shown on Figure 1), 2) fil'ling the area adjacent to EI Camino Real (vicinity of EB-6 and EB-7), and 3) cutting and fil·ling along and directly adjacent to A Street and B Street (vicinitY'of TP-l"EB-3, WG-4, EB-15, EB-14, WG-3, WG-19).- Details regarding the sequence of earthwork in the remaining portions of the Phase I area have not yet been establ ished. It is our understandingl however, that some lots wi" not be finish graded during the initial earthwork operations but that large areas encompassing several lots may be only graded smoofhly tor drainage to within a?out plus or, minus 2 feet of the anticipated finish lot grades.. Fini~h gra~ing of lots J,n these area~ to satisfy the specific needs of a given 'building and parking area will be unde'rtaken as in'dividual 'lots are developed~ , -. SCOPE The scope of work performed in this investigation included a subsurface exploration program; geologic field reconnaissance, laboratory testing, engineer.ing analyses of the field and laboratory data and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria for site earth- work, building foundations, slab-on-grade floors, and pavements. S 114-1, Page 2 A preliminary geotechnical investigation of the entire 330-acre sHe was performed by Woodward-Gizienski & Associates of San Diego in May and June of 1973, the results of which were presented in a report dated June 18, 1973. Our detailed investigation as reported herein covers only the Phase I portion of the proi~ct as indicated on the Site Plan, Figure 1. Our services consist of professional opinions and recommendations made in accordance with generally accepted soil, geologic and foundation el)gineering principles and practices. This warranty is in lieu ?f all other warranties either expressed or implied. SITE INVESTIGATION A field investigation including a subsurface exploration and geologic field reconnqissance was performed at the site during the period of February 1 through 7, 1974. Nineteen exploratory borings were drilled to a maximum depth of 48 feet using a truck-mo\Jnted, continuous flight auger. In addition, twelve exploratory test pits were excavated with a backhoe to a maximum depth of 12 feet. The borings and test pits were located across the site so as to maximize the usefulness of the boring logs from the earl ier prel iminary investigation. The approximate locations of all borings and exploratory test pits .are shown on the Site Plan, Figure 1 and the logs orour borings and a summary pf the condi- tions encountered in the test pits are included in Appendix A. The resul ts of thelabora- tory tests are presented in Appendix B. It should be noted that the elevations referr.ed to on the boring /o'gs and test pit summary are only approximate and were roughly estimated. utilizing the ground surface contours shown on the Master Grading Plan prepared by Rick Engineering Company. A. Surface The Phase I portion of the site is irregular in shape and covers roughly the eastern half of the 330-acre site. The terrain is generally moderate-Iy rolling with ground surface eleva,.. tions ranging from a low of about Elev. 180 to a high of about Elev. 320. the hillsides have a maximum inclination on the order of 4-horizontal tol vertical. A gently sloping draw traverses the central portion of the area in a northeast-southwest direction. Much of the area is presently under cultivation. The grounds.urface in those areas not under cultivation generally supports a moderate to heavy growth of a brush qnd chaparral. A few trees are present in the lower lying areas. Buried sewer.pipelines traverse the site at the locations indicated on Figure 1. B. Subsurface The subsurface materials as encountered in the exploratory borings dnd test pits were of four general typc;lS: 1) residual surface soils, 2) colluvial soils, 3) formational sanQs.fone. and, 4) formational mudstone. Residual surface soils, generaLly varying from 1 to 5 feet thick, were encountered on the ri.dges and hillsides overlying the formational mat~rials. The residual soils vary in composition from silty sands to potentially expansive sandy and silty clays. Over most of the site, the surface soils were in q loose condition only toa depth of several inches below the ground surface. S 114-1, Page 3 Colluvial soils consisting predominantly of dense silty and clayey sands and stiff silty and sandy clays were encountered near the bottoms of ravines and draws to depths varying from about 2 to 15 feet. These materials are only slightly compressible but in general possess a moderate to high expansion potential. Formational sandstone is the predominant material type acro~s the site. Mos.t of the pro- posed major cuts in the southeastern half of the site wHl be in sandstone. In itS nqturat state the sandstone possesses good strength characteristics with regard to slope stability but is quite susceptible to erosion. The sandstone is a non-expansive material and is of good quality with respect to pavement subgrade characteristics. Formational mudstone (siltstone and claystone) was generally encountered below the residual surface soils and colluvial soils at the lower elevations in the northwestern half of the site. These materials possess good strength characteristics with regard to slope stability, have a low potential for erosion, but do exhibit a moderate to high potential for expansion. In only three borings (EB-2, EB-7, and EB-9) were the formational materials sufficiently hard to make drilling difficult. In two of the borings (EB-7 and EB-9) the hard materials were encountered well below the proposed finish site grades. In EB-2, driJ led in the area of the proposed deep cut in the eastern portion of the site, hard drilling was en- countered just below the proposed finish lot grade of Elev. 275. The hard materials are thought to be present only in relatively thin layers and should present no particular difficulty with regard to excavatability utilizing heavy ripping equipment. The attached boring logs and related information depict subsurface conditions only at the specific locations shown on the Site Plan and on the particular date designated on the logs. Soil conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of time may result in a chang~ in the· subsurface conditions due to environmental changes. 0 0 C. Groundwater Free groundwater was not encountered in any oJ our exploratory borings or test pits during our subsurface exploration. It must be noted, however, that fI!Jctuations in groundwater levels may occur due to variations in rainfall and other possible factors. D. Geology and Sei~micity The site is underlain by sandstone and mudstone strata 0.£ the Delmar ·Formation which on a regional basis dips 2 to 4 percent in a southwesterly direction. In general, the forma- tional materials at the higher elevations across the property consist predominantly of sandstone with mudstone (interbedded siltstone and claystone) at the I·ower elevations. Because of the regional dip to the southwest, the usually gradational contact between the sandstone and mudstone I ies at an elevation approaching Elev. 280 feet across the northeasternmost parOt of the property, at about Elev. 250 across the central portion and at about Elev. 180 across the southwesternmost portion of the Phase I area. S 114-], Page 4 Based on our geologic reconnaissance, inspection of aerial photographs,. and review of available published information, it is our opinion that .1) there are no existing landslides on the property, 2) no active faults pass through the site, 3) any minor inactive faults in the area including those described in the preliminary geotechnical report prepared by Woodward-Gizienski & Associates can and should be ignored with regard to se.ismi'c risk. The nearest known major active faults are the'Elsinore and San Jacinto Fault Lones located 24 and 46 miles northeast of the site, respectively. , - Although research on earthquake prediction has greatly increased in recent years, seis- mologists have not yet reached the point where they can predict when and where an earthquake will occur. Nevertheless, on the basis of current technology, it is reason- able to assume that the proposed development will be subjected to at least one moderate earthquake during its design life. During such an earthquake, the danger from fault offset through the site is remote, but strong ground shaking is likely to occur •. CONCLUSIONS AND RECOMMENDATIONS From a geotechnical engineering standpoint, the primary feature of concern qt the site is the moderate to high expansion potential of much of the residual surface soils, colluvial soils, and mudstone formational materials t .. mderlying the site. Where these materigls qre exposed at or near the finish subgrade level of building pads, the proposed buildings and slabs-on-grade could be subject to damage due to heave of the expansive materials. There- fore, on those building pads where such a condition exists, it will be. necessary to 1) extend the building foundations somewhat deeper than would normglly be required, and 2) provide a mat of non-expansive fill beneath all slabs-on-grades •. In order to minimi:?e the necessity of special design features and problems assoc;iated with expansive materials in fill areas, the site grading work should be planned and carried out so as to assure that a II fi lis are capped wi th a layer of non -expansive sandstone fi II. In cut areas where the natural subgrade is comprised of expansive materials, it wiN be necessary to overexcavate the expansive materials within building areqs and replace them with non-expansive sandstone fill. With regard to pavements, substantially thicker pavement $ections will be required where clayey soils and mudstone materials are exposed at or near the finish subgrade surface than will be required in those areas where sandstone (natural or qs fill) is present. Present plans are to cap the subgrade in all City streets with sandstone fiH. In this case, the thi nner pavement sections associated with the sandstone materials wi II apply. Detailed recommendations are presented below in the subsequent sections of th is report. A. EAR THWOR K 1. Clearing and Stripping All areas to be graded should be cleared of debris, brush, chaparral, designated trees, and associated roots. The cleared materials should be di:sposed of off .... site. . After clearing, the cultivated areas as well as other areas supporting a growth of surface grass and weeds should be stripped to a sufficient depth to remove all surface vegetation and organic laden topsoil. At the time of our field .investigation, we est.imated that a stripping depth of approximately 3 inches would be required in the cultivated and grassy· S 114-1, Page 5 areas. Over much of the site little or no organic·laden topsoiJ and surface vegetation other than heavy brush and chaparral is present •. In these areas, stripping will not be required assuming that the clearing operation accomplishes removal of most of the brush and chaparral roots. The actual stripping depths and extent of the areas requiring stripping should be deter- mined in the field by our representative at the time of construction. Stripped material·s may be either stockpiled for later use in landscaping or disposed of off-site. 2. Preparation for Fill ing After the site has been cleared, stripped, and prior to placing fill, the exposed subgrade . soils should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements for structural fill. In general, the surface soils in ravines and draws are loose to depths of only several inches and as a result the normal scarification and recompaction process should be adequate to effectively stabilize these soils •. If, however, substantially greater thicknesses of loose soils are encountered in isolated areas during the. site preparation work, the loose soils should be excavated down to firm ground and recom- pacted prior to placing overlying fill. Fills constructed on natural slopes having an incl ination steeper than 6 horizo'ntal to vertical should be keyed and benched into firm natural ground below any loose surface soils as illustrated on Figure 2. 3. Excavation Based on the results of our exploratory .borings and Jest pifs,-and o.ur experiences wifh similar materials, it is our opinion that the on-site soils and formational materials can be excavated utilizing ordinary heavy earthmoving equipment. Some heavy ripping could, however, be required in the deeper cut areas of the site where layers of cemented forma- tional materials may be encountered. 4. Materials for Fill All existing on-site soils and formational materials below the strippeq layer with an organic content of less than 3 percent by volume .are suitable for reuse as fill. The use of potentially expansive soils and mudstone materials as fill should, however, conform to the require- ments of Item A.5., IIExpansive Materia Is II. Fill material should not contain rocks or lumps greater than 6 inches in largest dimension with not more than 15 percent larger than 2.5 inches. All material for use as fill'should be approved by the soils engineer. 5. Expansive Materials Potentially expansive residual soils, colluvial soils, and mudstone formational materials taken from the required site excavations ~hould be used as fill only up to within 2 feet of S 114-1, .Page 6 the design finish lot grades. The upper 2 feet of fill in finished graded-areas should be non-expansive sandstone fill material. In order to help minimize the potential for expan- sion, expansive materials placed as fill within 4 feet of the finish lot grades should be compacted at a moisture content at least 2 percent above optimum moisture content. The determination as to which materials are expansive and which are not should be made in the field during construction by the soils engineer. Figure 3 shows our interpretation of the subsurface conditions within proposed cut areas across the site in regard to the extent and anticipated depths of expansive and non- expansive soils and formational materials. The figure is intended to be used for general planning purposes only and is based on very rough approximations of the site conditions as determined by our field exploration work •. It is likely that expansive materials are present at least in limited quantities within those areas designated 9S \:>eing in non-expansive sand- stone. Similarly, it is likely that significant quantities of non-expansive material may in fact be present within areas zoned as being predominantly expansive material. Based on the limited information provided by our field expl'oration work, it would at this stage be impossible to predict the actual conditions that exist on every building lot (in cut) at the proposed design finish grades. A more accurate determination of the expqnsive material conditions on individual lots in cut can be made ·subseque.nt to the rough site grading work. Prior to constructing buildings, however, each individual building lot shoyld be evaluated in order to accurately determine the extent and severity of any expansive . materials that may be present at or near the finish lot grades. 6. Slopes Based on the results of our geologic reconnaissance of the proposed cut areas, laboratory tests, and stability analyses, it is our opinion that the proposed cut slopes and fill slopes will be safe against mass instability if constructed to an inclination no steeper than 1.5 horizontal to 1 vertical. This appl ies to all cut slopes up to 60 feet in height and fill slopes of up to 50 feet. It is essential that our representative inspect the materials exposed in the proposed cuts during the excavation work to check for any signs of potentiaHy un- stable areas and to verify that the materials encountered throughout the excavations correspond to those anticipated from our exploratory borings and test pits. Fill slopes should be constructed so as to assure that the minimum required degree of compaction is obtained out to the finished slope surface. This may be accomplished by 1I0ver-buildingll the slopes laterally at least 2 feet during placement of fill c:md then trimming them back to the design finish lines and grades •. Alternatively, the slopes should be compacted by IIbackroiling ll with sheepsfoot rollers or other suitable equipment in :3 to 5 foot vertical increments as the fill is raised. The project plans and specifications should contain all ne.cessary design features and con- struction requirements to prevent erosion of the on-site soils both during and after con- struction •. S 114-1, Page 7 7. Compaction AJI structural fill should be compacted to a minimum degree of compaction of 90·. percent as determined by ASTM Test Designation D1557-70. The upper 6 inches ·o( th~ ~ubgra-de soils b~n~~th· vehicul"ar ~oncr~te -sldb~-"a"ncfp~,-,:em~~ts:sho~ld-be compacted to a minimum degree of compaction of 95 percent. Fill material should be spread and compacted in lifts not exceeding 8 inches in uncompacted thickness. Poten- tially expansive clayey soils and mudstone materials placed as fill within 4 feet of the design finish lot grades should be compacted at moisture content at 'least 2 percent obove the laboratory optimum moisture content as recommended under Item A.5., IIExpansive Materialsll • Based on the results of the laboratory tests we estimate that the on-site formational materials will undergo no shrinkage due to compaction and may in fact result in an overall increase in volume in the compacted state relative to the natural in-place density • HoWever, due to the presence of residual surface soi·ls and colluvial soils which may be subject to signifi- cant shrinkage upon compaction, we feel that an over-all average shrinkage factor, of between -3 and -J:"3 percent would be reasonabl~ for planning purposes. 8 • Trench Backfi II Pipeline trenches should be backfilled with compacted structural fill. Backfill material should be placed in I ifts not exceeding 8 inches in uncompacted thickness and compocted by mechanical means to a minimum degree of compaction of 85 percent. In all pavement and building pad areas, the upper 3 feet of trench backfill should be compacted to a minimum degree of compaction of 90 percent. The upper 6 inches in pavement areas should be com- pacted to 95 percent. . 9. Drainage The project plans should incorporate the necessary drainage features so as to prevent surface water from running over the crest of either cut or fill slopes. Positive surface gradients should be provided adjacent to bui,ldings so as to direct surface water away from buildings and slabs toward suitable discharge facilities. 10. Construction Observation Variations in.soil conditions are possible and may be encountered during construction. In order to permit correlation between the preliminary soil data and the actual soil condi-- tions encountered during construction and so to assure conformance with the plans and specifications as originally contemplated, it is essential that we be retained to perform on-site review during the course of construction. All earthwork should be performed under the observation of our representative to assure proper site preparation, selection of satisfactory fill materials, as well as placement and S 114-1, Page 8 compaction of the fills. Sufficient notification prior to earthwork operations is essenfial to make certain that the work will be properly observed. All earthwork should be per- formed in accordance with the Guide Earthwork Specificqtions presented in Appendix C. It should be pointed out, however, that the guide specifications are only general in nature and the actual job specifications should also incorporate aU requirements contained in the text of this report. B. FOUNDATIONS The foundation requirements for individual buildings on.spe<:;:ific lots wil·1 vary depending upon the type of materials actually comprising the finish subgrade of the building pad. As individual lots are finish graded, the soils engineer should determine the foundation requirements based on his evaluation of the actual subsurface conditions within the area of the proposed construction. 1. Footings The proposed buildings may be supported on conventional continuous and/or individual spread footings. Where non-expansive materials are exposed at the finish subgrade surface to a depth of at least 2 feet, footings should be founded at least 16 inches below the lowest adjacent finished grade or 12 inches below rough pad grade, whichever is deeper. Where expansive materials are present at or within 2 feet of the finish subgrade surfa<;;e, footings should be founded at least 24 inches below the lowesf adjacent finished grade or 20 inches below rough pad grade, whichever is deeper. Also; footings located adjacent to utility trenches should have their bearing surfaces below an imaginary 1.5 horizontal to 1 vertical plane projected upward from the edge of the trench bottom. In cut areas where footings will be founded in undisturbed formational materials, they may be designed for allowable bearing pressures of 4,000 pounds per square foot (psf) for dead loads, 5,000 psf for combined dead and live loads, and 6,500 psf for all loads including wind or seismic. In areas where footings wi" be founded in compacfed fill and/or natural soils, they should be designed for allowable bearing pressures of 2,500 psf for dead loads, 3,500 psffor combined dead and live loads, and 4,500 psf for all foa9s fnciudingwina or sei!)mic~' A"-·fo~ti~gs should,ho~ever, have a_miriim"um.width of 12 inches.' . Footings located adjacent to the tops of either cut or fHI slopes should be founded at sufficient depth so as to provide at least 5 feet of horizontal cover between the footing and the slope face at the footing bearing I.evel. All continuous footings should be reinforced with top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularilies. Any visible cracks in the bottoms of footing excavations should be closed by soaking prior to placement of concrete. To as~ure that footings are founded in material of adequate bearing capacity, it is essential that the soils engineer inspect the footing 'excavations prior to placing re,in- forcing steel or concrete. S 114-,1, Page 9 Settlements under the anticipated building loads are expected to be within tolerable limits for the proposed structures. We estimate that total settlements will be less than 3/4 inch and differential settlements across anyone building should not exceed 1/2 inch. Most of the settlement is expected to occur during construction or shortly therElafter. Although some settlement of the deeper fills is anticipated, most if no.t all of this settlement is ex- pected to occur during and immediately after placement of the fill and prior to const.ruc- tion of buildings. 2. Siabs-on-Grade We recommend that all building floor slabs as well as exterior concrete slabs-on-grade be supported on a 24-inch minimum thickness of non-expansive material. On those lots where expansive materials are present within a 24";;,inch depth of the finish subgrade surface, we recommend that the subgrade materials within the building area and beneath all proposed exterior slabs-on-grade be removed and rE!placed with non~expansive fill to a minimum depth of 24 inches. In buildings of relatively large areal extent, thEl required thickness of non-expansive fill within the building area may be reduced to 12 inches at a distance of 25 feet from the perimeter footing of the building. Slab reinforcing should be provided in accordance with thE! anticipated use and loading of the slah. Just prior to construction of slabs, the subgrade surface should be proof- rolled to provide a smooth, firm surface for slab support. In areas where floor wetness would be undesirable, 4 inches of free .draining, round~d gravel such as 3/8-inch pea gravel should be placed beneath the floor slab to serve as a capillary barrier between the subgrade soil and the slab. In order to minimize vapor transmission, an impermeable membrane should be placed over the gravel. The sand will help protect the membrane during construction and it should be in a moist condition to air in curing the concrete. The sand and gravel 'layers would be in addition to the recommended thicknesses of non-expansive fill. Capillary break material. should not be used in areas where slabs will be subjected to concentrated heavy loads such as would be imposed by loaded fork lifts. 3. Latera I Loads Lateral load resistance for building foundations may be developed in frktion between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.30 is considered applicable. An additional allowable passive resistance equal. to an equivalent fluid weighing 300 pounds per cubic;:: foot acting against the foun.dctions may be used in design provided the footings are poured neat against undisturbed soil. ,For footings founded in undisturbed formational material, an allowable.friction coefficient of 0.35 and a passive resist~nce of 2,000 pounds per sq~a~~ foot-~~; applicahle: ,--. . S 114-1 ,Page 10 C.-PAVEMENTS In order to evaluate the pavement subgrade qualities of the predominant on-site materiais, JlR lI(resistance) value tests were performed on samples of the formational sandstone and the poorer quality claystone. The results of the tests which are summarized in Appendix B indicate that the R-value by expansion will govern-the design of pavements on both the claystone <;md sandstone materials for most traffic indices. For comparison and planning purposes, we have developed the following typical pavement sections using Procedure 301-F of the State of California Department of Public Works, Division of Highways. Pavement sections are presented for traffic indices of 3.5, 5.0 and 7.0. The 3.5 index is considered to be a reasonable value for automobile parking areas and the 5.0 index reasonable for parking areas and access driveways which are subjected to I ight truck traffic. According to the City of Carlsbad, the 7.0 index is normally required ,for City. streets subject to relatively heavy truck traffic. TYPICAL PAVEMENT SECTIONS Pavement Components. Subgrade Design AsphalHc Total Material Traffic Design Concrete Aggregate Base Thlckne.ss Type Index R-Value . (Inches) Class 2 {Inches} {Inches} 3.5 42. 2.0 4.0 6 SANDSTONE 5.0 47 2.0 4.0 6 7.0 50 3.0 6.5 9.5 3.5 9 2.0 6.5 8.5 CLAYSTONE 5.0 .12 2.0 11.0 13.0 7.0 12 3.0 16.0 19.0 Note: The pavement sections given above for the sandstone subgrade would 'be applicabl'e to clay soil and claystone areas provided that 12 inches of sandstone fil·1 material over! ies the clayey materials. The above pavement sections are for general information only and represent the approxi- mate extremes in pavement requirements anticipated at the site bci~ed on the quality of the subgrade materials. Pavement designs should be performed for individual lots based on the actual material type(s) comprising the subgrade and the anticipated use of and vehicular loadings on the pavements. Asphaltic concrete,aggregate base, and preparation of the subgrade should conform to and be placed in accordance with the California Division of Highways, Standard Specifications, January 1971 edition except that the test method for compaction should be determined by ASTM D1557-70. 'f ( " ':i N Approximate Scale (Fpet) a b 500 1000 20ao 3000 Limit of Investigation _ . -.....J (Phase I Area) LEGEND EB-l -$- TP-1 -$- WG-1 0 Base: Master GradIng Plan Indi cates Approximate Location of Exploratory Boring by Lowney/Kaldveer Associates. Indicates Approximate Location of Exploratory Test Pit by Lowney /Ka I dveer Associ ates. Indicates Approximate Location of Exploratory Boring drilled by Woodward-Gizienski & Associates for preliminary investigation report dated June 18, 1973. Indicates Approximate Extent of Cut Areas, Based on Master Grading Plan. (latest revision February 5, 1974). prepared by R.ick Engineering Company. , Lowney-Holdueer Assotiotes ',Foundation / Soil/'Geolof;1ical EFngineers SITE PLAN C.c .,& F: PALOMAR AIRPORT BUSINESS PARK Carlsbad/ California . ROJECT NO. I DAT'E I S .114-1· Fe'bruarv 1974 ' Figure Original ground surface Horizontal benches -"'--~ in firm ground Note: Fills to be keyed and benched as shown into natural ground where the natural slopes are steeper than 6 horizontal to 1 vertical. lowney-Haldveer Assotiates Foundation / Soli/ Geological Engineers Compacted fi II Z-one of loose surface soil Toe Key 10 ft. minimum width RECOMMENDATIONS FOR F/LLlN.G ON SLOPING GROUND ., C.C.& F PALOMAR AIRPORT BUSINESS PARK C~r1sbad, Cal ifornia PROJECT NO. DATE 5114-1 February 1974 Figure 2 'I I " '< N /' Approxima.te SC<llle ( o 50b 1000 ... "",'(. --~- " . 2 ,..r The proposed cut areas sho~n0n the adjacent pl.an hqve been zoned based upon , the ~aterials that are I ikely to be encountered in the excavat.ions .. This summary ",of the subsurface conditions .in proposed cut areas is general in nature and for " planning purposes only. Material types and subsurface conditions in general art;! 'lt~eJ'Y to vary considerably wHhIn an>, 'one zone. -.... , ' Zdn,e Description ZONE A Good qual it)' non.:..expan~ive sandst~ne from near the surface down "to ",roughly Elev. 260. Some heavy ripping may be required at the lower el~vations within the cut. ZO NE B Expa.hs.ive mudstone above 'E;lev. 200. Expqns,ive co. II uvial soils in ravine? Possibly some non-expansive sandstone at higher elevations in this area. . ZONE C .Expansive soils.,atthe surface and expansive mudstone above Elev. 200. " ZONE D Good quality non-expansive sandstone from,near the surface down to roughly Elev. 260. Expansive colluvial soils may be encountered in ravines. ZONE E Good qual ity non-expansive sandstone f,rom near .the surface down to Elev. 200 near the east end and down to Elev. 180 near the west end. ZONE F Area predominantly overlain with potentially expansive surface soils followed by potentially expansive mudstone above Elev. 200. ZbNE G Approximately 3 feet of potentially expansive surface soil overlying good quality non-expansive sandstone down to roughly Elev. 270. ZONE H Same as Zone G. Base: Master Grading Plan (latest revision February 5, 1974) prepared by Rick Engineering Company. lawney-Haldueer Assatiates , Foundation I Soil I Geological Engineers Anticipated Material Types in Proposed Cut Areas C.C.&F PALOMAR AIRPORT BUSINESS PARK Carlsbad, Cal ifornia l-------+-----~ Figure 3 PROJECT NO, DATE I S 114-1 Februarv '1974 APPENDIX A -FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface explor9tion program using a truck-mounted, 6-inch diameter., continuous fl ight auger and a Case 580 backhoe with a 24-inch bucket. Nineteen exploratory borings were drilled during the period of February 1 through 4, 1974 to a maximum depth of 48· feet at the approximate locations shown on the Site Plan, Figure 1. The soil and bedrock materials in the borings were continuously logged in the field by our engineer and described in accordance with the Unified Soil Classification System.:(ASTM D2487). The logs of the borings as well as a key for soil classification are· included as part of.this appendix. In addiHon/ twelve backhoe test pits were excavated on February 4 and 7, 1974 to depths ranging from 6 to 12 feet. The approximate locations of the test pits are also shown on 'the Site Plan, Figure 1 and the materials encountered ·in the test pits are summarized in Table A-1. The approximate ground surface elevation noted on the boring logs and on the summary of exploratory test pits were taken from a prel iminary grading plan prepared by Rick Engineer- ing Company, dated January 27/ 1974. Representative bulk and undisturbed samples were obtained from the 'exploratory borings and test pits at selected depths ~ppropriate to the investigation. All samples were returned to our laboratory for evaluation and appropriate testing. St9ndard penetration res.istance blow counts were obtained in the borings by dropping a 140-pound hammer through a.30-ir)ch free fall. A 2-inch O. D. split spoon sampler was driven to· a maximum depth of ]:8 inches and the number of blows recorded for ~ach 6-inch penetration i'nterval. The blows per foot recorded on the boring log represent the accumulated number of blows that were re- quired to drive the last 12 inches. Where high resistances were encountered/ the sampler was driven to the lesser interval indicated oli the boring logs. Samples were also obtained by driving a 2.5-inch I.D. California Sampler 12 inches into the soil using the 140-pound hammer. Boring log notations for the standard split ~poon and Cal.ifornia samplers are as indicated below: ~ Standard Split Spoon Sampler· ~ California Sampler The boring logs and summary of exploratory test pHs show our interpretation of the subsurface conditions at the dates and locations indicated/ and it is not warrant~d that they are repre- sentative of subsurface conditions at other locations and times. TABLE A-l -SUMMARY OF EXPLORATORY TES T PITS ,Depth Interval, Surface Depth Stratification From Which'-. Exploratory Elevation of Test Interval Bulk Sdmple Test Pit No. (Feet) Pit (Feet) (Feet) Description of Material TaKe n veen TP-l 295 (approx) 10 0-1 SIL TY SAND, fine grained (SM) 1-10 SANDSTONE, fine grained (SM) 2-4; 6-8 TP-2 265 (approx) 12 0-1.5 SILTY SAND, fine grained (SM) 1.5-12 SANDSTONE, fine grained (SM) 6-8; 10-12 TP-3 265 (approx) 12 0-2 SILTY SANDY ClAY (CL) 0-1 2-8 SILTY ClAY (CL) with cobbles 6-8 (to 4") from 6 to 8 Feet 8-12 51 LTSTONE (MH) 8-10 TP-4 260 (approx) 11 0-4 SANOY ClAY (CH) 1-3 4-11 CLAYSTONE (CL-CH) 6-8· TP-5 265 (approx) 6 Q-6 SILTY SAND, fine grained (SM) 2-4 TP-6 305 (approx) 10 0-3 SANDY CLAY (CH) 0-2 3-10 SANDSTONE, fine grained (SM) 5-7 TP-7 255 (approx) 10 0-1 SILTY SAND, fine grained (SM) 1-10 SILTSTONE/CLAYSTONE (CL) 5-7 TP-8 270 (approx) 12 0-5 SIL TY SAND, fine grQined (SM) 5-12 CLA YSTONE (CH) 6-8 TP-9 205 (approx) 10 0-10 SANDSTONE, fine grained ,(SM) (Continued) TABLE A-l -SUMMARY OF EXPLORATORY TEST PITS (Contld.) Surface Depth Strati fi cation Depth Interval From Which Exploratory Elevation of Test Interva I Bulk Sample Test Pit No. (Feet) Pit (Feet) (Feet) Description of Material Taken (Feet) TP-10 275 (approx) 11 0-11 SANDSTON E, fine grained (SM) TP-ll 300 (approx) 10 0-10 SANDSTONE, fine grained (SM) TP-12 220 (approx) 12 0-7 SILTY SAND, fine grained (SM) 7-12 CLAYSTONE (CH) 8-10 Notes: (1) TP-11 and TP-12 were excavated ·on· February 7, .1974. All others were ex~avated on February 4, 1974. (2) Groundwater was not encountered in any of the exploratory test pits at time of excavation. PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS " SYMBOl GRAVELS CLEAN GW Well graded gravels, gravel-sand mixtures, little or no ...J GRAVELS fin~. " ~ MORE THAN HALF (LESS THAN Poorly graded gravels or gravel-sand'inixtures, little or (f) a:o GP ...I. Wo 5% FINES) no flOes . 0 ~N OF COARSE (f) :?: . FRACTION IS GRAVEL GM Silty gravels, gravel-sand-silt mi~tures, non-plasti,c fines. 0 0 LLZ W LARGER THAN WITH UJ Oz N Z LL<1: Vi NO.4 SIEVE FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. ~ ...JI <1:1-w CLEAN > SANDS SW Well graded sands, gravelly sands, little or. no fines. 19 I W SANDS a: Vi UJ zw MORE THAN HALF (LESS THAN (f) <1:t:J SP Poorly graded sands or gravelly sands, little or no fines. Ia: 5% FINES) 0: 1-<1: OF COARSE ~ ...J w FRACTION IS SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. U a:(f) 0-SMALLER THAN WITH :?: NO.4 SIEVE FINES SC Clayey sand~, sand-clay mixtures, piastic fines. w SILTS AND CLAYS ML Inor~anic ~ilts and very fine s~nds, rock .flour, sil~y. or (f) LL a: 1:::1 c ayey flOe ~ands or'clayeY,sllts,wlth slight plastiCity. ...I 0 w (f) 0 ...J Inor~anic clays of low to medium plasticity, gravelly ...J w LIQUID LIMIT IS CL (f) LL <1: > -cays, sandy clays, silty clays: lean clays. ...J <1: :?: W LESS THAN 50% 0 I (f) Vi' OL Organic silts and organic silty clays of lOW plasticity. UJ Z Z ~ 0 ~ <1: 0 Inorganic silts micaceous or diatomaceous fine sandy,or I ...J N SILTS AND CLAYS MH I-~ ci S!ltylsoils.'elastic silts. , 19 a: . w w Z LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. UJ a: ~ Z 0 Z :?: :?: <1: GREATER THAN 50% u: I OH Organic clays of medium to high plasticity, organic silts. l-I HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. . DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 311 12" SAND 0RAVEL SILTS AND CLAYS I I COARSE COBBLES SOULDERS FINE MEDIUM COARSE FINE GRAIN SIZES . SANDS,GRAVELS AND BLOWS/FOOT t CLAYS AND STRENGTH:f BLOWS/FOOT t NON-PLASTIC SILTS PLASTIC SILTS , VERY LOOSE 0-4 VERY SOFT 0 -1/4 o -2 LOOSE 4 -10 SOFT 1/4 -1/2 2 - 4 FIRM 1/2 - 1 4 -.8 MEDIUM DENSE 10 -30 STIFF 1 - 2 8 -16 DENSE 30-50 VERY STIFF 2 - 4 16 --32 VERY DENSE OVER 50 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY t Number of blows of 140 pound hammer falling 30 jnches to drive a 2 inch O.D. (1-:3/8 inch I.D') split spoon (ASTM D-1586). :fUnconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated by the standard penetration test (ASTM D-1586), pocket penetrometer, t.orvane, or visual observation. KEY to EXPLORATORY BORING LOGS Unified Soil Classification System CASTM D-24~7) LDwney-Holrlu2l!r RS50tiOtl!S C.C.& F PALOMAR AIRPORT BUSINESS PAR K Carlsbad, California Foundation I Soil I Geological Engineers PROJECT NO. DATE S 114-1 February 1974 Figure A-1 'r DRILL RIG Continuous Flight Auger SURFACE ELEVATION 320'(Approx) DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DESCRIPTION AND REMARKS SYM-COLOR BOL (FEET) CONSIST. SOIL TYPE hS-.I....,L,..,TY"'I"<TS..,.A..,......N,_DM'"/---,fir-rn_e_g_r_~_.i n..-.. e_d-:r--__ -I_-t-==b~~~ n SANIJS IUNt, tine grained light Bottom of Boring = 23 Feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. brown white- brown loose - Forma- fional Material SM /1-- SM I--' ~ -P= I-- -5 - -- -- I-- r-- f---'10- I-- I-- I--rz I-- I-15 - -- -..: _. - I-- f-2D - I--. I-- t::::::=:=' I-- -25 - .,.. -. -- t-- I-- 1--30 - I-- I-- I-- f-.,... r-35 .,... i'-.,... ~ - t-- I-- f-40 - LOGGED BY MRO DATE DRILLED .2/1/74 60/6" 8 80/6" 80/6' EXPLORATORY BORING LOG Lowney-Haldueer AssoEiutes Foundation / Soil I Geological Engineers C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. DATE BORING S 114-1 February 1974 NQ. " DRILL RIG Continuous Flight Auger SURFACE ELEVATION 3qO'(Approx) LOGGED BY DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND, fine grained SANDSTONE, fine grained (grading silty below 28 Feet) Encountered Refusal at 30 Feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. SYM-COLOR BOL red- brown white- brown gray- white gray-prown white SOIL CONSIST.. TYPE dense SM I- (FEET) v - Forma- tional Material SM - =tI 80 f-' 5- -- -- - -- -10- -- -- --~ 70/611 -- -15 - -- -- -- -- -20- -- -"- --IT 80 -. - -25 - ~ - -- I--~ 60 -- ,..." r--r 50/311 -- -- -- -- i-35 - -- -- ..., - - - -40- 14 13 8 EXPLORATORY· BORI NGLOG" 2/1/74 , Lowney-Holdueer RssDEiates C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers r-__ P_R~O_JE_C_T __ N_O_' __ 4-_____ D_A_T_E_'~ __ ~BORING S114-1 February 1974 NO. 2 r DRILL RIG Conti nuous Flight Auger SURFACE ELEVATION' 230'(Approx) DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND, fine grained I- SANDSTONE, fine grained Bottom of Boring = 18.5 Feet Note: The strotification lines represent the appro~imote boundory between material types and the transition may be grodual. . SYM-COLOR BOL gray- brown light brown gray- brown light. brown CONSIST. lOOSE;) dense Forma.- tiona I Material 6 Inches DEPTH SOIL (FEET) TYPE " v SM I-'-- -- - ·;SM --' , -5 ....J c --- -- -- -10- -- -- r. - f-- ~ 15 - '-- -- :... --- - r-20"'- f-- f-- I-- ,... - '-25 - -- -- f-- f-- 1-30- f-- r - -- r-- -35 -.-- -- -- -- -40- LOGGED BY DATE DRILLED a: w. ..J D. :; <1: fJ) LL ·8 12 L 45 tr 50 12 :T 48 13 EXPLORATORY BORING LOG MRO 2/1/74 lowney-Haldueer AssoEiotes C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, Cal ifornia Foundation I Soil I Geological Engineers t-_P_R_O_JE_C_T_N_O_. _+-_....,...._D_A_T_E __ -I BORING February 1974 NO. S 114-1 3 , DRILL RIG Continuous Flight Auger SURFACE ELEVATION 285 1(Approx) LOGGED BY MRO DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER ' 6 Inches DATE DRILLED 2/1/74 ,Z (U """":-<f-w OW ~~t: rZ w>:r a: z iii f-. DESCRIPTION AND CLASSIFICATION ~ ________________ --__ --__ ------~ __ r-____ ~ ____ ~~-,~--~DEPTH SOIL (FEET) CONSIST. TYPE UJ -' 0. ::< 0:;: f-« ...... ~I-en Wz ~UJ I-en!:: ~iiig !::.~ a: ~~ ~ u:en(!)u::-«za:u.. zwZen· w 0 en· oa:UJ~ ijill!l-e. uo.a:- DESCRIPTION AND REMARKS SILTY CLAY Liquid Limit = 27% Plasticity Index = 12% Passing No .200 Sieve = 54% SANDSTONE, fine grained Bottom of Boring = 33 Feet Nole: The stratification lines represent the approximate boundary between material types and the tronsition may be gradual. SYM-COLOR BOL light brown white- brown light gray- brown Lowney-Haldueer Asso£iotes hard CL Fo·rma-" . SM tional Material « en WW'CO '0. a: ~ " v l- I-- _ x Jar Samp e -=cr 60 --, -5 .... ~ - -- -- -'-- ,10- -.:.. -...;. I---tz 70/6" I--- -15 ~ -- -- -- --: ;--20- I--- -- --tr: 40/611 -- ~ 25 - -~ -- I-- 'I--- -30- -- ----:;:? 50/6". -- I-35- 'I-- I'-- I-- -: - -40- 0 u 14 12 EXPLORATORY BORING LOG 1->-z::E!n C1}co ::>0 , u C.C.& F PALOMAR AIRPORT BUSINESS PARK Carrsbad I Cal ifornia Foundation I Soil I Geological Engineers I-_P_R_O_JE_C_T __ N-,-O_. _+---'-__ D_A_T_E ____ ---' BORING 4 S 114-1 Febrvary 1974 NO. DRILL RIG Continuous Flight Auger SURFACE ELEVATION2901(Approx) LOGGED BY MRO DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/1/74 DESCRIPTION AND CLASSIFICATION ~ _______________ -r-_.,...-___ .--___ -r-_-I DEPTH (FEET) DESCRIPTION AND REMARKS SILTY SA_~D, fine graine~_ SANDSTONE, fine grained SYM-COLOR CONSIST. SOIL BOL TYPE red":" loose SM _-I-_o+-:.b:J,.r.::::.o.uw:..IJn ~----~..,-//:: white-torma-' 'SM f- brown tiona I I- Material - ;-5- -- -. - - - -- -,10- -- -- ;-- I-- -15 ~ 0: W -' a. :::; <-en light gray-. white ~ -' (Break in log from 19 to 30 Feet) I' SANDSTONE, fine grained Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. Bottom of Bori ng = 48 Feet ... y ... y light gray- white light brown Forma-: SM tiona I Material· -- -_t:I: ')f"\ f-- r - I--~ -- r-35 - -- -- I-- I-- 1-40- I-- i'-- ~ - ;-- -45 - I-- I---,- I-- 1-50- 5w-' ~ w J:Z -uti: . 0:-" 0:1-< I-z ...... wI-«00 t-z < Cl.> ii:' t=lns: <.W W z·o: en ~oog s:!z J:wo~ enO:t-~ wWcc 0 1->-a.0:~ U en co- 50/611 10 r A 50 60/6' 10 EXPLORATORY BORING LOG -- OW W>J: ·z '00 I--enCl;": LL w'Z.u.. 'Zo:wen 8a.0:~ Z ~ In . ~u Lowney-Haldueer AssoEiotes C.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers t-_P_R_O_JE_C_T_N_O_. _-+-__ -D-A-T-E--~ BORING -5 5114-1 tebruary 1974 NO. r DRill RIG Continuous Flight Auger SURFACE ELEVATION 285'(Approx) lOGGED BY MR 0 DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRillED 2/V74 DESCRIPTION AND CLASSIFICATION ~ __________________ --____ ----__ .---r-____ -' ____ --__ ~~ DEPTH (FEET) DESCRIPTION AND REMARKS SILTY SAN D, fine grained SANDSTONE, fine grained Bottom of Boring = 17.5 Feet Note: The stratification lines represent the approximate boundary between material types and the tronsition may be gradual. SYM- BOl lowney-Holdueer Assotiotes Foundation I Soil I Geological Engineers COLOR brown light brown light to yellow- brown light gray- white CONSIST. medium dehse Forma- tiona I Material SOil TYPE SM b-v JL I-- SM I--~ I"-- I-5 - I-- I-- I-- t-- 1--10- I-- I-- I--0: I-- -15 - -- -- I-- I-- 1--20 - I-- I-- ~ - -- -25 - ..., -- -- I-- I-- 1--30- ~ - I-- t-- I-- ,... 35 -- .-- I-- I-- f:'-- 1--40 - 12 45/6' 36/6" 14 EXPLORATORY BORING LOG C •. C.& F PALOMAR AIRPORT BUSINESS PAR.K Carlsbad, Cali·fornia t-__ P_R_O_J_EC_T_N_O_. _+-____ -D ..... A ..... T-E----l BORING S114-1 February 1974 NO. 6 r-----------------------r------------------~------------~ DRILL RIG Continuous Flight Auger SURFACE ELEVATION +260 '(Approx) LOGGED BY MRO DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/1/74 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY SAND, fine grained SANDSTONE, fine grained (very hard drilling from 13 to 14 Feet) Bottom of Boring = 15 Feet Note: The stratificotion lines represent the opproximete boundory between meterial types and the transition may be gradual. SYM-COLOR BOL light brown light brown Lawney-Huldueer Rssudutes Zw"""":' ~ ~0li: 0 0: 0:;: DEPTH W I-z ....... -' «(/) ~z a. ~!i.i3: ...:w SOIL (FEET) ::;: wc;;O· 3:!z < CONSIST. (/) Zw-' '0 TYPE " ~o:f!? 0 v k: medium SM r--10 dense ,... - F6rma-: SM r -Z 70 10 tional ~ - Material -5 - -- -- -.,.- -- -10- -- -- ,... - ~ - . , ,... -- -- --I -- 1-20- ~ - -- -- -- -25 -: -- -- r-- r-- 1-30- ~ . - .:... - -- -- r-35 - f-- f-- r-- I-- -40- EXPLORATORY BORING LOG C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers I--_P_R_O_JE_C_T_N_O_. _+ ___ D_A_T_E __ -r BORING February 1974 NO. 7 S 114-1 ,. DRILL RIG Continuous Flight Auger SURFACE ELEVATION 31O '(Approx) LOGGED BY' DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 .Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION ~ ______________________________ .-__ r-____ ~~ ______ .-__ ~DEPTH (FEET) ~ a:;: W z I-w ~~ DESCRIPTION AND REMARKS SILTY SAND, fine grained SANDSTONE, fine grained Bottom of Boring = 17.5 Feet Note: The stratification lines represent the approximate boundary between material types and the tronsitian may be gradual. SYM-COLOR BOL yellow- brown white- brown SOIL CONSIST. , 'TYPE medium SM dense Forma-' SM tiona I Material " v ,-- - -=LI 52 -, 5 - ,.... - ,"'" - .,..' ..., -';- -10-': --i -< _tz50/6f1 I-- :-15 - r-- -..., -- -' - f-20- I-- i-o - I-- :-- ..:. 25 -' -- -- I-- I-- r-30- r-- .,.. - -- .,.. - I-35 - I-- I-- I-- r - '--40- o u 17 EXPLORATORY BORING LOG MRO 2/2/74 Lowney-Holdueer AssoEiotes C.C.&. FPALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers PROJECT NO. DAT:E , BORING S 114-1 February 1974 NO. 8 .. , DRILL RIG Continuous Flight Au~er SURFACE ELEVATION260 1(Approx) LOGGED BYMR b DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/2/74 DESCRIPTION AND CLASSIFICATION ~ ____________ --____ ----__ ----__ .-__ r-__ --~ ________ '-~ D~PTH (FEET) DESCRIPTION AND REMARKS SILTY CLAY SYM-COLOR BOL gray- brown SOIL CONsisT. TYPE firm to CL stiff " v I--. -~----------------------------+---~-----+------~~--~ SM SANDSTONE, fine grained gray- brown Forma-I- tional ""tz 70 (grading' clayey be'low 10 Feet) Liquid Limit = 56% Plasticity Index = 21% Passing No .200 Sieve = 42% Encountered Refusal at 31.5 Feet Note: The stratification lines represent the approximate boundary between material types and the tronsition may be gradual. Material SC I-'-- l-5 -' I-- l-- I--' I-- f-1O- I-- f-- I--tc 60 -- -15 - -- ~ _. -- I-- f-20- I-- 1-. -tz: 60/611 '-' .. - '-,-: - -25 - -- -- I-- I-- 1-30-": I--rr-: 50/311 . ,.... - ,.... - -- -35 - -- l-. - I-- I-- 1-4.0- ~ 0:;:-W z I-w «I-,=: z o (,) 22 19 EXPLORATORY BORING LOG lowney-Holdueer AssoEiotes C.C.& F PALOMAR AIRPORT BUSiNESS PARK Carlsbad, California Foundation I Soil I Geological Engineers PROJECT NO. DATE BORING S 114-1 F~bruary. 1974 NQ. 9 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 255 1(Approx) LOGGED BY MRO DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED .. 2/2/74 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SANDY CLAY Passing No. 200 Sieve = 63% CLAYSTONE Bottom of Boring = 15 Feet Note: The stratification lines represent the appraximate boundary between material types and the transition may be gradual. SYM-COLOR BOL gray- brown light gray- brown LDwney-lioldueer RssDEiotes ZUJ--:-<f-a: Qut;: ffi;: DEPTH UJ I-Z, -J <;::(/) . I-~ Cl. a:(/):; (FEET) ::;; 1--0 <I- < ~(J)...J :;·z (/) ~t:!S 0 " u CONSIST. SOIL TYPE v ~ 11 --CL stiff -- -, -tz·27 -- - 5 - - Forma-lCH i- tional - Material - --0=. 50 - 25 -lQ- -- -- i-- i-- , ... -- ~ - -- -- 1-20- i-- r-- r-- -- -25 - '-- -- f-- i-- 1-30- i-- r-- -- -- f-35 - f-- f-- f-- r-- ~40- EXPLORATORY BORING LOG C.C.& F PALOMAR AIRPORT B-USINESS PARK Carlsbqd, California Foundation I Soil I Geological Engineers PROJECT NO. DATE BORING S 114-1 February 1974 NQ. 10 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 2401(Approx) LOGGED BY MRO DEPTH TO GROUNDWATER Not Encountered BORING DIAMET,ER 6 Inches DATE DRILLED, 7/2/74, ~ W .o'W ' 5'~ ;:: :cZ w>:c ~~~ a:;:' '~G,~ 1L z iii ~ , Wz U:"'Cl~ DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SANDY CLAY Passing No. 200 Sieve = 65% CLAYSTONE Bottom of Boring = 18 Feet Note: The stratificatian lines represent the approximate boundary between material types and the tronsition may be gradual. SYM-COLOR BOL light brown light brown SOIL (FEET) CONSIST. TYPE hard very stiff Forma-, tional Material ,... v CL -- -=1 - - -5 - i-- I---=I - -10- -- -- I--' - CH I-15 - i----h- -- r-20~ I-- f-- f-- ,-- I-25 -' -- -- I;-- f-- r-30- f-- I--, -- i-- -35 - -- -.,.. -- -- -40- !=tn~ !;;:w wza:", :cwo:.:: ~iiig :=!z ",::J-~ wWaJ 0 "'rc o.a:~ 0 40 10 29 11 40/611 24, EXPLORATORY BORING LOG zwz", oa:w:.:: oo.a:~ z~tn ::>0 IDwney-Haldueer AssaEiates C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers PROJECT NO. DATE BOAING 1----S-1 -14---1--+-F-e-b-ru-a-ry-1-9-74--i NO. 11 DRILLRIG Continuous Flight Auger SURFACE ELEVATION2151(Approx) DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DESCRIPTION AND CLASSIFICATION ~ ____________________________ -' __ '-______ ~ ______ +---4DEPT:H (FEET) DESCRIPTION AND REMARKS SANDY CLAY SYM-COLOR BOL light brown SOIL CONSIST. TYPE very stiff CL ;- - ,r'I - - LOGGED BY DATE DRILLED 'Zw-: ~ QUI;: 0: ffi;: W I-z ...... -' <I:<I:UJ I-Z 0.. ~!i;;: <w =< ~(j)g ;:!z <I: UJ wWm 0 0..0:_ U Passing No .200 Sieve = 57% -------------+--4- light brown For'ma-'. 'MH - -:-Z 46 SILTSTONE Bottom of Boring = 15 Feet Note: The stratification lines represent the approximate. boundary between material types and the transition may be gradual. light gray tional Material - -5- ;-- ;-- ;-- r-- f-1O- - - - - r--to 46 25 r-- 1r:: r-- i-- ,... - '-- f-20.,.... I-- -- -- ;-- i-25 - r-- -- -- -- -30- -- -- -- ,-- -35 - -- -- -- -- -40- MRO 2/2/74 W OW :r:Z w>:r: 0:0~-z(j)1-U::13~LL <l:za:"-WWOUJ ZO:WCIl iJjO:I-~ 80..0:~ !;j~ z=<!;j ::>8 EXPLORATORY BORING LOG LDwney-Haldueer RSSD[iates Foundation I Soil I Geological Engineers ·C.C. & F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California t-__ P~R:::-O ... J ... EC..,..T_' -:-N_9_. _+-=-..,--_D_A_T..,..E........,,=-~ BORING S 114-1 February 197 4 NO: 12 DRILL RIG Continuous FI ight Auger SURFACE ELEVATION 230' (Appro:x) LOGGED BY· RR P DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRIL.LED 2/4/74.· a: DESCRIPTION AND CLASSIFICATION I----------------,----,----,------r-~ DEPTH ~ .0. SOIL . (FEEt) ~ CONSIST. TYPE(/) DESCRIPTION AND REMARKS SANDSTONE, fine grained (grading more silty below 16. Feet) Bottom of Boring = 33 Feet SYM-COLOR BOL white- brown lowney-Holdueer Rssotiotes (\ Forma-SM I-- tional -- Material -_I: 80/611 7 -- -5 - f-~ f-- f-- r-- 1-'-10- -- -- r -2 60/tP t-- f-15 - r-- I-- ;-- I-- -20- -- -- --::z 60/8 -- -25- -- ~ - -- -- -30- -- --50/6' .- -- f-35 - f-- -- - - -- -40- EXPLORATORY BORING LOG C.C. & F PALOMAR. AIRPORT BUSINESS PARK . Carl'sbad, Cal ifornia Foundation I Soil I Geological Engineers I-_PR_O_J_E_C_T_N_O_ . .:....,....+_..,..--_D_A_T_E __ ---I BORING S 114-1 February 1974 NO. 13 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 185'(Approx} LOGGED BY . RRP DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches bATEDRILLEb 2/4174 Zw"'-:-~ W fil~:x: DESCRIPTION AND CLASSIFICATION 20 t: . :x:z a: I-Z, a:;: . 1-'-< Z CIJ 1-. W a: Cl> ~ -(I)Cl~ W z DESCRIPTION AND REMARKS CLAYEY and SANDY SILT CLAYEY SAND, fine grained - SANDSTONE, fine to medium grained Bottom of Boring = 16.5 Feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. SYM-BOL lowney-Holdueer 'AssoEiotes Foundation I Soil I Geological Engineers. COLOR brown light brown light brown Dr;:PTH ..J «(I) ~za:lii IJ.. UJ Z u.. . a. I=!i>;: ~w ~a:w~ :. .:x: w 0 x: SOIL (FEET) w-o ;:!z ClJa:I--·0 a. a: -< ffiffliij CONSIST. TYPE CIJ '0' ~fii z~tn " a.a:_ 0 ':::>0 medium ML -tz 11 dense _ J-.. - medium SC J-- dense J-- J-- .5 - Forma-. :'SM I-- tiona I I-=I Material r 30 12 r-- r-1O- I-- J-- I-- I-- I-15 -rT I--35 9 I-- I-- J-- r-20- I-- J-- I-- J-- I-25 :... I-- I-- I-- 'f-- 1-'-30- J-- I-- I-- I-- I-35 - I-- I:-- I-- :-- "-40- EXPLORATORY BORING LOG C.C.& F PALOMAR AIRPORT BUSINESS PARK . Carlsbad, California PROJECT NO. DATE BORING S114-1 February 1274, NO. 14 DRILL RIG Conti nuous Flight Auger SURFACE ELEVATION 195-'(Approx) LOGGEDBVRRP DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74 DESCRIPTION AND CLASSIFICATION ~ ______________________________ .-__ r-____ -. ________ .-__ ~DEPTH (FEET) a: w ..J Q. ::;; DESCRIPTION AND REMARKS CLAYEY SAND, fine grained SANDSTONE, fine grained Bottom of Boring = 9 Feet Note: The stratification lines represent the approximate boundary between meteriol types and the tronsition mey be 9roduol_ SYM-COLOR BOL dark brown brown lDwney-Holdueer RSsD[iotes CONSIST. SOIL TYPE ~ medium SC f--k2: 16 dense - Forma-.SM f--~ 40/611 tional ~ - .Material f-5 - -- -- -'-rr ~5 14 -10-:- -- -- -- ,.-- -15 - -- -- -- -- -,-20- I-- -- '-- -- -25 ,- --: -- f-- ~ - ~30- -' --- -- -- I-35 - r-- I---- r - -40- EXPLORATORY BORING LOG C .C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers DATE BORING PROJECT NO. 15 S 114-1 February 1974 NO. DRILL RIG Continuous Flight Auger SURFACE ELEVAT[ON 245 '(Approx) LOGGED BY RRP DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SILTY CLAY Liquid Limit Plasticity Index Passing No. 200 Sieve = 63% = 43% = 74% SYM-COLOR BOL CONSIST. ' brown (l very gray stiff hard SOIL TYPE CH a:' DEPTH w ..;J 0- (FEET)' ::!' < CIJ f'\ I-'-- I-- I-=[ l- I-. 5 - I-- -- -- -- r.-10- ~ _______________ +-_+-_ --l-------'I---+-- Cl-CLAYSTONE Bottom of Boring = 23 Feet Note: The stratification lines represent the approximate boundary between material types and the transitian may be gradual. brown Forma- tional CH Material I-- I--12 I-- ..... 15 - r--- r--- ;-- I-- r.-20- l- I- I- - - I--25 - I-- t-- I--, I-- ,r.-30'- I-- I-- I-- ..... - I--35 - '1-- I--- I--- I-- r.-40- Zw-' ~ 00 .... f=Zu. a:-« ...... w .... l=!ii~ ~ffi ~Uig 3:!z g:~E:!. 0 0 18 10 31/6" ,EXPLORATORY BORING LOG Lowney-Holdueer Rssociates c.c.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California Foundation I Soil I Geological Engineers PROJECT NO. DATE ,BORING S 114-1 February 1974 NO. 16 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 280'(Approx) LOGGED BY RRP DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74_ DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SANDSTONE, fine grained (grading more silty) '----------- SILTSTONE Bottom of Boring = 28 Feet Note: The stratification lines represent the approximate bounclory between material types and the transition may be gradual. SYM-COLOR BOL gray & brown brown green- gray Lowney-Haldueer AssaEiates SOIL CONSIST. TYPE Forma-"(SM tional Material -- Forma-:SM tional Material Zw"""=' a: ~uli: DEPTH UJ f-Z , -J ..:..:(/) a. ~tii;: (FEET) ::;: ~iiig ..: CIl wUJm " a.a:~ '-- -- --tI 60 -- -5 - i-- i-- --rz 46/6' -- 10- -- -- r-- i-- -15 - -- -- --,236/6" - r-20- f-' - r---- -- -25 - -- --t::::=" 3;>/611 i-- i-30- r-..,. -- -- - - f-35 - r-- r-- i-- .-- -40- "ii cr;~ w f-- I-z ..:UJ ;:!z 0 U 15 w 0 UJ J:Z UJ>J: a:19~~ ~i219-":zcr;u. u.UJzu.· UJUJOCll_Za:UJCIl J: a: I-~ 0 a. .a: == CIlI-U::;:f-CIl~ .;0 CIl U EXPLORATORY BORING LOG C.C.& F pALOMAR AIRPORT BusiNESS PARK Carlsbad, California Foundation I Soil I Geological Engineers r __ P_R_O_J,-EC_T_N_O..,.. _+-___ D_A_T_E __ ---f BORING 17 S114-1 February 1974 NO. DRILL RIG Continuous Flight Auger SURFACE ELEVATION 250 I (App rox) LOGGED BY RRP DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED 2/4/74 DESCRIPTION AND CLASSIFICATION' DESCRIPTION AND REMARKS CLAYEY SAND, fine grained SYM-COLOR BOL light brown light brown- gray ~--------------+---l:.-- SILTSTONE Bottom of Boring = 20.5 Feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. green- gray - CONSIST. 'SOIL TYPE dense very der:1Se SC cr' DEPTH W ..J 0- (FEET) . ~ « Ul n v' 1-, - I-- I--12 I---5 - -- -'-- - Forma.-:MH. - tional 1-10 Material -U-I- I-- I-~ I-- 'I-15 ~ tz -- -- -- I-- 1-20 t--' I-- I-- I-' - -25 ...: --' -- t-- I-- 1--30-: ,I-- I-- I-- !-- .:... 35 - '-- I-- f-- I-- 1-40- zw~ 00 .... j::zu.. «« ....... crf-Ul f-Cf)~ wiijO Zw...I ~cr~ 33/6' 50 16 35/6' 28/6' 16 EXPLORATORY BORING LOG Lowney-Haldueer Assotiates C.C.& F PAl::OMAR AIRPORT BUSINESS PARK Carlsbad, <:;:al·ifornia Foundation I Soil I Geological Engineers, I-_P_R_O_J_EC_T_N_O_. _+-_--'-_D_A_T_E __ --I BORING February 1974 NO. 18 S 114-1 , DRILL RIG Continuous Fliqht Auqer SURFACE ELEVATION 2151(Approx) LOGGED BY MR.O' DEPTH TO GROUNDWATER Not Encountered BORING DIAMETER 6 Inches DATE DRILLED' 2/4/74 Zw-' # W OW DESCRIPTION AND CLASSIFICATION 2(.)t;: :cz w > ':c ir a:;:-a: ~§_ zUlI- DEPTH W I-z., -(/)C!l-cCcC(J) W z LLWZU. DESCRIPTION AND REMARKS SI LTY SAND I fine grained (grading clayey with depth) SILTSTONE Bottom of Boring = 8.5 Feet Note: The stratificction line. represent the cpproximate boundary between material type. and the transition may be grodual. SYM- BOL Lowney-Holdueer Assotiates Foundation I Soil I Geological Engineers COLOR brown light brown -' cCza:u. a. :=ins: ~w Wwo(/) ,Z a: w (/) SOIL (FEET) ::; ~Ulg s:~ il5a:t-~ oa.a:~ cC (.) ::;'1- CONSIST. TYPE (J) ~,~S 0 in ~. 50,(/) 1"1 (.) (.) v medium SM I-- dense I-:-- I--~t2 15 I:-- I-5 - -Forma-MH tiondl I-- Material I--T 33 15 I:'" ' - ~10- I-- I-- I-- I-- I--15 - I-- I-- I-- I-- f-20- I--- I--- '-- :-. - -25 - -- -- f-- f-- 1-30- I-- I-- f-- -- -35 - .-- f-- J-- I-- f-40- EXPLORATORY BORING LOG C.C.& F PALOMAR AIRPORT BUSIN.ESS PARK Carlsbad, Cal ifornia . PROJECT NO. DATE BORING S 114-1 February 1974 NO. 19 APPENDIX B -LABORATORY INVESTIGATION The laboratory testing program was undertaken in order to classify the soil cmd formational materials and to evaluate their strength, compressibil ity and expansion characteristics. Fill suitability tests including direct shears, Atterberg Limits, gradation, compaction, and expansion tests were also performed on four representative bulk sqmples of the materials from Te~t Pits, 1, 3, 4, and 8 in the proposed cut areas. The natural water content was determined on selected samples and is recorded on the boring logs at the appropriate sample depths. Five laboratory gradation tests were performed on selected samples of the materia.ls en- countered in the borings and test pits for classification purposes. The results of these tests are presented on Figures B-1 and B-2. In addition, the results of twelve No .• 200 sieve tests are presented in Table B-1 and are recorded on the boring logs. at the appropriate sample depths. Ten Atterberg Limit determinations were performed on representative samples of the more silty and clayey on-site materials to determine the range of water content over which these materials exhibit plasticity and to classify the soil according to the Unified Soil Classification System. The results of the Atterberg Limit determinations are presented on Figures B-3 and B-4 and are recorded on the boring logs at fhe appropriate sample depths. Nine direct shear tests were performed on selected undisturbed samples of the moterials obtained from the borings in order to evaluate their strength charocteristics (apparent cohesion and angle of internal friction). Samplesweresheared at a constant rate under various surcharge pressures. Fai lure was taken at the peak shear stres~. In addition-, four direct shear tests were performed on remolded bulk samples of the en..,site materials compacted to 90 percent of their maximum dry density as determined by ASTM Test Desig- nation D1557-70. The results of the undisturbed and remolded direct shear tests are summarized in Tables B-2 and B-3. Six confined compression tests were performed on selected undisturbed samples of the surface materials obtained from the borings under surcharge pressures approximately equal to the proposed fill loads. The samples were initially compressed at their natural moisture content until equilibrium was reached .• The samples were then. saturated and the addi- tional compression recorded. The results of the compression tests are summarized in Table B-4. Four swell tests were performed on selected bulk samples of the ·on-site materials in order to determine their expansion potential. The results of these tests are presented in Table B-5. . B-2 Four compaction tests (ASTM D1557-70) were performed on selected bulk samples of the on-site materials. The results of these tests are presented on Figures B-5 through B-8. Two R-value tests for use in evaluating the pavement subgrade qualities of typical fill soils were performed. The results of these tests are presented in Table B-6. UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 422-72) u. S. STANDARD SIEVE SIZES 100 7 6 3 2 1 3/~ 112 1/~ ~ 10 16 20 30 ~o SO 60 80 00 200 325 0 -" . 90 .10 .' - 80 20 70 30' " '. ~ '" 60 '" ~O --« II. ... ~ SO SO u a: '" II. ~o 60 30 70 20 . , ao 10 90 . -0 100 100 SO 10.0 5.0 1.0 0.5 0.1 .05 .01 .OOS .001 PARTICLE SIZE IN MIL.LIMETERS GRAVEL SAND COBBLES SIL.T AND CLAY COARSE FINE COARSE MEDIUM FINE Boring/ UNIFIED KEY Test Pit SAMPLE ELEV. SOIL SYMBOL DEPTH (feet) CLASSIFICATION SAMPLE DESCRIPTION No. (feet) SYMBOL ..--. EB-4 3.5 --CL SILTY CLAY '--4 TP-l 6-8 --SM SILTY SAND, fine grained ----TP-3 6-8 --CL SILTY CLAY I " lDwney-Haldueer ASSDEiates GRADATION TEST DATA C.C.& F PALOMAR AIRPORl" B'USIN~SS PARK Carlsbad, California Foundation 1 Soil 1 Geological Engineers PROJECT NO. DATE B-1 .,.--------+-----..;...---'-1 FIGURE February 1974 5114-1 0 '" z « ... '" p:: ... z '" IJ a: '" Q. UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 422-72) U. S. STANDARD SIEVE SIZES 100 7 6 3 2 1 3/4 In 10 16 20 30 40 SO 60 80 100 200. 325 " z 90 80 70 ::: 60 .. e. ... ~ 50 o a: .. n. 40 30 20 10 100 SO 10.0 5.0 1.0 0.5 0.1 .05 .• 01 .oos PARTICLE SIZE IN MILLIMETERS GRAVEL SAND COBBLES I------r-----+----...--------r-------i SILT AND CLAY KEY SYMBOL COARSE Boring/ Test Pit No. TP-4 TP-8 FINE SAMPLE DEPTH (feet) 6-8 6-8 COARSE ELEV. (feet) MEDIUM UNIFIED SOIL CLASSIFICATION SYMBOL CL-CH CH FINE SAMP!-E DESCRIPTION SILTY SANDY CLAY SilTY SANDY CLAY GRADATION TEST DATA o. 10 30 o .. 40 ~ .. t-.. : SO a: -'. t-Z 60 ~ 70 80 90 100 .001 a: ... e. lDwney-Haldueer ASSDEiates C.C;& F PALOMAR AIRPORT BUSINESS PARK Foundation I Soil I Geological Engineers Carlsbad, California PROJECT NO. DATE J--------+--------{ FIGURE B-2 S 114-1 February 1974 60 ~/ 50 . - .... If V '* .' \; u ~. 40 X V w CL / c ~ 30 >-~ ~ I-MH U i= ~ • or en 20 V « ..J 0/ OH c.. -+ 10 7 lI"" 4 CL-ML /// V,-ML or OL 0 ML l/' I 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT C%) - NATURAL PASSING UNIFIED KEY BORING SAMPLE LIQUID PLASTICITY LIQUIDITY SOIL SYMBOL NO. DEPTH WATER LIMIT INDEX NO. 200 INDEX CLASSIFICATION CONTENT SIEVE SYMBOL ( feet) % % % % -+ EB-4 0-1 --27 12 54 CL • EB-9 13-13.5 . 22 56 21 42 -0.6 SC* • EB-16 ' 3.5-4 10 63 43 74 -0.2 CH 0 TP-3 0-1 --32 14 52 --CL .. TP-3 8-10 --55 23 --MH • TP-4 1-3 --52 28 54 --CH • TP-4 6-8 --50 27 67 --CL-CH *Classification symbol for coarse grained soil used where less than 50% Passing No .200 Sieve PLASTICITY CHART AND DATA Lowney-Haldueer Assoliates C.C.& F PALOMAR AIRPORT BusiNESS PARK Carlsbad, California Foundation I Soil I Geological Engineers PROJECT NO. DATE S 114-1 February 1974 Figure B-3 60 ~Y 50 V ,... CH .. v * Y. \J 40 V x 1/ w CL C • g 30 > ~ l-• I MH C3 i= ~ C/) 20 V or , <t ...I ./ OH 0.. 10 7 ~ 4 CL-ML /// VL7 ML or OL 0 ML 1/ I 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT C%) Boring/ NATURAL PASSING UNIFIED KEY Test Pit SAMPLE LIQUID ' PLASTICITY NO.?OO LIQUiDITY SOIL SYMBOL DEPTH WATER LIMIT INDEX . INDEX CLASSIFICATION No. CONTENT SIEVE ' SyMBOL ( feet) % % % % • TP-6 0-2 --"52 34 54 --CH • TP-7 5-7 --46 26 ----CL A TP-8 6-8 --53 29 66 --, CH PL,ASTICITY CHART AND DATA .. lowney-Haldueer AssoEiates C.C.& F PALOMAR AIRPORT B,USINES$ PARK Carisbad,CalHor:nia .. Foundation I Soil I Geological Engineers PROJECT NO. DATE S 114-1 February 1974 Figure B..,4 . t, , SAMPLE DEPTH SPECIFIC LIQUID PLASTIC NO. (FT,l SAMPLE DESCR I PTION GRAVITY LIMIT' INDE'X (%l TP-1 6-8 SILTY SAND, fine grained (SM) -- ---- Zero Air Voids Curv,e Specific Gravity ,-2.60 120 • ': \ , 115 \ rzr ) " '4-1/ ~ 1\ <.> 7 \ a. , . 1\ ~ >-/ h\ I-110 -:\ ~ (f) J z w [7 , Cl 1/ \ \ >-J 0:::: 1\ Cl V \ \ 105 d.. 1\ tr '\ ~ \. ~ ~ "'\ \ 100 0 5 10 15 20 25 MOISTURE CONTENT 0/0 OPTIMUM WATER CONTENT % 14.0 MAXIMUM DRY DENSITY I pef 115 TEST DESIGNATION ASTM D 1557 -70 LOWNEY· KALDVEER ASSOCIATES COMPACTION TEST RESULTS Foundation / Soil / Geological Engineers C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad California PROJECT NO. I DATE DRAWING NO. PALO ALTO, CALIFORNIA S 114,-1 I February 1974 8-5 SAMPLE DEPTH SPECIFIC tlOlilD PLASTIC NO. 1FT,) SAMPLE DESCRIPTION GRAVITY LIMit INDEX· (0/0) TP-3 8-10 CLAYEY and SANDY SILT (MH) ------ Zero Air VoIds· Curve 105 1\ ~ Specific Gravity. = 2.65 V y .-:I r '" , ht" ~ \ ~ / IV \ \ 100 -/ \ ~ 04-V \ 1\ (.) , \ 0--\ ' >-~\ I-95 -(/) , \ z w r\ a \ \ >-\ 0::: a 1\ ~ 90 ~ \ '1 , \. 1\ 85 \ 0 10 20 30 40 50 MOISTURE CONTENT 0/0 OPTIMUM WATER CONTENT % 21.3 MAXIMUM DRY DENSITY. pef 103 TEST DESIGNATION ASTM D1557-70 COMPACTION TEST RESULTS LOWNEY· KALDVEER ASSOCIATES Foundation / Soil / Geolo9ical En9ineers C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, Ca I ifom ia PROJECT NO. I DATE DRAWING· NO, PALO ALTO, CALIFORNIA S 114-1 I February 1974 B-6 > SAMPLE DEPTH SPECIFIC LlaUID PLASTIC NO. (FT,1 SAMPLE DESCRIPTION GRAVITY LlMI.T (0/0) INDEX TP-4 6-8 SILTY and SANDY CLAY (CL-CH) -- ---- Zero Air Voids Curve ~speCifiC Gravity = 2.65 120 " L1 ~\ \ , 115 1\ , "<-u .\ a. -" f"\ 1 ~ >-I" I-110 hi \ -(/) / ,.., .1\.: z w In( " ~ I' . 0 --, / "'-' 1\.' >-, ~, a::: 0 1\" 105 , .. .\ l\ , 100 0 5 10 15 20 25 MOISTURE CONTENT . °io OPTIMUM WATER CONTENT 0/0 15.9 MAXIMUM DRY DENSITY I pef 112 TEST DESIGNATION ASTM D1557-70 LOWNEY' KALDVEER ASSOCIATES COMPACTION TEST RESULTS Foundotion / Soil/Geological Engineers C.Cc& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California. PROJECT NO_ I DATE DRAWING NO. PALO ALTO, CALIFORNIA S 1 4-1 1 Februa.-ry 1974 B-7. , SAMPLE DEPTH SPECIFIC LIQUID PLASTIC NO. 1FT,) SAMPLE DESCRIPT.1ON GRAVITY LIMIT \0/,,) INDEX TP-8 6-8 SILTY and SANDY CLAY (CH) --~--- Zero Air Voids Curve SpeciHc Gravity = 2.60 I 115 ~ " \ ~ 110 \ r ~ \ rJ. ~ '" , '4- U IT " \ a. -I ~ >-. rtf .. " .. I-105 -If) z w \ 0 >-' .. a::: 0 , 100 1\. 95 0 5 10 15 20 25 MOISTURE CONTENT 0/0 , OPTIMUM WATER CONTENT % 15.7 MAXIMUM DRY DENSITY j pef 110 TEST DESIGNATION ASTM D1557-70 COMPACTION TEST RESULTS LOWNEY· KALDVEER ASSOCIATES Foundotion / Soil / Geological Engineers C.C.& F PALOMAR AIRPORT BUSINESS PARK Carlsbad, California PROJECT NO. I DATE I . DRAWING NO. PALO ALTO, CALIFORNIA S 114-1 I Februqry 1974 I B-8 TABLE B-1 -RESULTS OF NO. 200 SIEVE TESTS Sample Depth .Percent Passing Boring/Test Pit No. (Feet) No. 200 Sieve EB-4 0-1 54 EB-9 13-13.5 42 EB-lO 3-3.5 63 EB-11 3.5-4 65 EB-12 3-3.5 57 EB-16 3.5-4 74 TP-3 0-1 52 TP-4 1-3 54 TP-4 6-8 67 TP-6 0-2 54 TP-7 5-7 72 TP-8 6-8 82 TABLE B-2 -SUMMARY OF DIRECT SHEAR TESTS ON UNDISTURBED MATERIALS Angle of Exploratory Sample Depth Dry Density Water Content Apparent Cohesion Internal Friction Boring No. (Feet) (pef) (%) (psf) (degrees) EB-1 12.5-13 103 13 1,800 26 EB-2 27.5-28 116 15 5,500 16 EB-4 12.5-13 119 10 3,300 30 EB-5 33-33.5 111 12 4,.600 23 EB-9 22.5-23 104 23 3,300 36 EB-l0 3-3.5 93 27 1,500 24 EB-13 22.5-23 108 13 2,400 35 EB-16 12.5-13 106 20 4,000 30 EB-17 17.5-18 111 19 3,300 20 TABLE B-3 -SUMMARY OF DIRECT SHEAR TESTS ON REMOLDED SAMPLES Exp lora to ry Sample Depth Dry Density Water Content Angle of Apparent Cohesion Internal Friction Test Pit No. (Feet) (pef) (%) (psf) (degrees) TP-l 6-8 104 14 800 23 TP-3 8-10 92 19 900 24 TP-4 6-8 101 16 2,500 12 TP-8 6-8 99 15 1,700 19 Note: Samples compacted to 90% of maximum dry density as determined by ASTM D1557-70. TABLE B-4 -RESULTS OF CONFINED COMPRESSION TESTS Applied Surcharge Compression Compression Exploratory Sample Depth Pressure Prior to Saturation After Saturation Total Compression Boring No. (Feet) (psf) (%) (%) (%) EB-3 3-3.5 1,800 0.9 1.4 2.3 EB-7 0-1 3,000 1.3 2.2 3.5 EB-12 3-3.5 1,000 0.4 O. 1 0.5 EB-14 1-1.5 1,200 3.6 0.6 4.2 EB-18 2.5-3 3,000 0.7 0.7 ·EB-19 3-3.5 1,800 1.8 0.3 2. 1 TABLE B-5 -RESULTS OF SWELL TESTS Initial Initial Surcharge Exploratory Sample Depth Dry Density Water Content Pressure Swell Test Pit No. (Feet) (pcf) (%) (psf) (%) TP-1 6-8 14.3 144 0.2 TP-3 8-10 103 18.7 144 10.2 TP-4 6-8 107 15.7 144 14.2 TP-8 6-8 106 14.9 144 15.4 TABLE B-6 -R-VALUE TEST RESULTS Expansion Water Content Exudation Pressure Exploratory Material Sample Depth cit Compaction Pressure IJR IJ Thickness Test Pit No. Description (Feet) (%) (psi) Value (Feet) TP-2 SILTY SAND, 6-8 18.9 340 56 1.27 fine grained 20.3 215 37 0.37 (SM) 21.6 190 23 0.23 R-Value at 300 psi exudation pressure = 52 TP-12 SILTY CLAY 8-10 25.7 480 17 0.83 (CH) 30.7 345 13 0.27 31.7 205 9 0.20 R-Value at 300 psi exudation pressure = 12 1. GENERAL APPENDIX C GUIDE SPECIFICATIONS -SITE EARTHWORK FOR C.C.& F PALOMAR AIRPORT BUSINESS PARK -PHASE I CARLSBAD, CALIFORNIA A. Scope of Work These specifications and applicable plans pertain to and include all site earthwork including, but not limited to, the furnishing of all labor, tools, and equipment necessary for site cleqring and stripping, disposal of excess materials, excavation, preparation of foundation materials for receiving fill, and placement and compaction of fill to the lines dnd grades shown on the project grading plans. B. Performance The Contractor warrants all work to be performed and all materials to be furnished under this contract against defects in materials or workmanship for a period of year{s) from th~ date of written acceptance of the entire construction work ,by the Owner. Upon written notice of any defect in materials OF workmanship duting said year period, the Contractor shall, at the option of the Owner, repair o'r repla'ce sai·d defect and any damage to other work caused by or resulting frorr1 s'uch defect without cost to the Owner. This shall not I imit any rights of the Owner under the' lIacc'eptance and inspecfion II clause of this c,ontract. The Contractor shall be responsible for the satisfactory completion of all site earthwo,rk in accordance with the project plans and specifications. This work shall be observed and tested by a representative of Lowney/Kaldveer Associates, hereinaftE;lr known as the Soil Engineer. Both the Soi I Engineer and the Architect/Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in thi,s document and on the applicable plans, he shall make the necessary readjustments until al,1 work is ,deemed satisfactory as determined by the Soil Engineer and the Architect/Engineer. No deviation from the specifications shall be made except upon' written approval,of the SoU EngiJdeer or Architect! Engineer. No site earthwork shall be performed without the physical presence or approval of the SoU Engi- neer. The Contractor shall notify the Soil Engineer at least twenty-four hours prior to commence- ment of any aspect of the site .earthwork .,. The Soil Engineer shall be the Owner's representative to observe the earthwork operations during the site preparation work anq placement and compaction of fills. He shall make enough visits to the site to famil iarize himself generally with the progress and qual ity of the work. He sha'lI make a sufficient number of tests and/or observations to enable him to form an opinion ref;larding C-2 the adequacy of the site preparation, the acceptability of the fill materi'ar, and the extent to which the compaction of the fill, as placed, meets the specification requirements. Any fill that does not meet the specification requirements shall be removed and/or recompacted' until the requirements are satisf.ied. In accordance with generally accepted construction practices, the Contra.ctor shall be solely and completely r.esponsible for working conditions at the job site, including safety of all persons and property during performance of the work. This requirement shaH app.ly continuously and shall not be limited to normal working hours. Any construction review of the Contractor's performance conducted by the Soil Engineer is not intended to include review of the adequacy of the Contr<;2ctor's safety measures in, on or .near the construction site. Upon completion of the construction work, the Contractor shall certify that all compacted fills and foundations are in place at the correct locations, have the correct dimensions, are plumb, and have been constructed in accordance with sound cOflstruction practice. In a<:ldition.I he shal I certify that the materials used are of the types, quantity 9!1d 9\J~!ity required by the pl'ans qnd specifications. . -,,'" C. Site and Foundation Conditions The Contractor is presumed to have visited the site and to have f<:1miliarized himself with existing site conditions and the soil report titled IIGeotechnical Investigation, C ~C. & F Palomar Airport Business Park -Phase I, Carlsbad, California'!. The Contractor sha II not be relieve.d of liability under. the contract for any loss sustained as a result of any variance between conditions indicated by or deduce<:l from the soil report and the actual conditions encountered during the course of the work. The Contractor shall, upon becoming aware of surface and/or subsurface cqnditions differi~g from those disclosed by the original soil investigation, promptly hotify the Owner as to the nature and extent of the differing conditions, first verbally to p.ermit verificqt.ion of the conclitior.ls, and then in writing. No claim b'y the Contractor'for any conditions differing from those anticipated in the plans and specifications and disclosed by the soil investigation will beal'lowed unless the Contractor has so notified the Owner, verbally and in writing, as required above, of such changed conditions. D. Dust Control The Contractor shall assume responsibility for the alleviation or prevent jon of any dust nuisance on or about the site or off-site borrow areas. The Contractor shall assume all liability, including court costs of co-defendants, for all claims related to dust or wind-blown materials attributable to his work. C-3 II. DEFINITION OF TERMS STRUCTURAL FILL -All soil or soil-rock !TIaterial placed at the site in order to raise grades or to backfill excavations, and upon which the Soil Engineer has made sufficient tests and/or observations to enable him to ,issue a written statement that, in his opinion, the fill has been placed and compacted in accordance with the specification requirements. ON-SITE MATERIAL -Material obtained from the required site excavations. IMPORT MATERIAL -Material obtained from off-site I;>orrow areas. ASTM SPECIFICATIONS -The 1970 edition of the American Society for Testing and Materials Standards. DEGREE OF COMPACTION -The ratio, expressed as a percentage, of the in-place.dry density of the compacted fill material to the maximum dry density of the same m>aterial as deter- mined by ASTM Test Designation D1557-70. III. SITE PREPARATION A. Clearing and Grubbing The Contractor shall accept the site in its present condition and shall remove from the area of the designated project earthwork all debris, brush, chaparral, designated trees, and associated roots. Such materials shall become the property of the Contractor and shall be removed from the site.' ' B. Stripping -The site shall be stripped to a minimum depth of 3 inches or to such greater depth as the Soil Engineer in the field may consider as being advisable to remove aU surface vegetation and organic laden topsoil. Stripped topsoil with an organic content in eXcess of 3 percent by volume shall be stockpiled for possible use in landscaped areas. The Soil Engineer may at his discretion waive the stripping requirements in certain areas depending upon the nature of the surface vegetation and thickness of topsoil layer. IV. EXCAVATION All excavation shall be performed to the lines and grades and within the tolerances specified on the project grading plans. All over-excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the specifica.tions. The Contractor shall assume full responsibility for the stability of all .temporary construction slopes at the site. C-4 V. SUBGRADE PREPARATION Surfaces to receive compacted fill, and those on which concrete slabs. and pavements will be constructed, shall be scarified to a minimum depth of 6 inches, moisture conditioned and compacted. All ruts, hummocks, or other uneven surface features shal·1 be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill. material shall be approved by the Soil Engineer prior to the placement of any fill material. Fills constructed on natural slopes having an inclination steeper than 6 horizontal to 1 vertical shall be keyed and benched into firm natural ground below any Ibose surface soils at the di rection of the So i I Eng i neer. VI. GENERAL REQUIREMENTS FOR FILL MATERIAL All fill material must be approved by the Soil Engineer. The material shall be a soil or soil- rock mixture which is free from organic matter or other deleterious substances. The fill material shall not contain rocks or rock fragments over 6 inches in greatest dimension and not more than 15 percent shall be over 2.5 inches in greatest dimension. Some larger [OC~s. may be incorporated into the lower portions of the fill if the rocks are widely spaced and if the spacing method is approved by the Soil Engineer. On-site material having an organic content of less than 3 pe.rcent by volume is suitable for use as fill. Potentially expansive on-site soils and formational materials taken from the required sHe excavations shall not be used as fill within 2 feet of the design finish lot grades. The upper 2 feet of fill on lot pads shall be non-expansive sandstone fin. Non-expansive fill is defined as fill exhibiting 3 percent or less expansion under a surcharge pressure of 144 pounds per square foot. VII. PLACING AND COMPACTING FILL MATERIAL All structural fill shall be compacted by mechanical meqns to produce a minimum degree-of com- paction of 90 percent as determined by ASTM Test Designation D1557-70. The upper 6 inches· of subgrade soil beneath vehicular concrete slabs and pavements shall be compactec! to a minimum . of 95 percent. Field density tests shall be performed in acco.rdCmc¢ wifh either ASTM Test Designa- tion D1556-64 (Sand-Cone Method) or ASTM Test Designation D2922.:..71 and D30,17-72 (Nuclear Probe Method). The locations and number of field density tests shall' be determined by the Soil Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work shall be judged by the Soil Engineer. Fill material shall be placed in uniform lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill shall be brought to a water content that will permit proper cO.m- paction by either: 1) aerating the fill if it is too wet, or 2) moistening the fill with water if it is too dry. Each I ift shall be thoroughly mixed before compaction to ensure a uniform distribution of moisture. C-5 Potentially expansive materials placed as fill within 4 feet of the finish lot grades shall be com- pacted at a moisture content at least 2 percent above optimum content for compaction. Fill slopes shall be constructed so as to assure that the minimum required degree of compaction is obtained out to the finished slope surface. This may be accompl ished by 1I0ver-buHding II the slopes laterally at least 2 feet during placement of fill !Jnd then trimming them back to the design finish lines and grades. Alternatively, the slopes shall be compacted by IIbackrollingll with sheepsfoot rollers or other suitable equipment in 3 to 5 foot vertical increments as the fill is raised. VIII. TRENCH BACKFILL Pipeline trenches shall be backfilled with compacted structural fill. Backfill material shan be placed in lifts not exceeding 8 inches in uncompacted thickness and compacted by mecha.nical means to a mil}imum degree ~f compac.:tion of 85 percen~. In all pavement and building pad areas, the upper 3 feet of trench backfill shall be compacted .to a minimum degree of compaction of 90 percent. The upper 6 inches in pavement areas shall be compacted to 95 percent. IX • TREATMENT AFTER COMPLETION OF EARTHWORK After the earthwork operations have been completed and the Soil Engineer has finished his obser- vation of the work, no further earthwork operations shall be performed except wi th the approval of and under the observation of the Soi I Engineer. It shall be the responsibil ity of the Contractor to prevent erosion of freshly graded areas quring construction and unti I such time as permanent drqi nage (;md erosion control measures have been installed.