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HomeMy WebLinkAbout; Carlsbad Shopping Center ECR; Soils Report Foundation; 1974-04-22- - - - - - - - - - - - - - - - - - - FOUNDATION INVESTIGATION CARLSBAD SHOPPING CENTER - f .C K CARLSBAD, CALIFORNIA April 1974 JOHN v. LOWNEY. C.E. PETER KALDVEER. C.E. Foundation I Soil I Geological Engineers ROBERT R. PRATER. C.E. DONALD H. HILLEBRANDT. C.E. - - - -- - - - - 1,558 SORRENTO “ALLEY ROAD, SAN DIEGO, CALIFORNIA 92121 714 / 453.5605 April 22, 1974 5121-1, 5638 Alexander Haagen Development Company 777 Silver Spur Road Rolling Hilts Estates, California 90274 Attention: Mr. Bernie Svalstad RE: FOUNDATION INVESTIGATION CARLSBAD SHOPPING CENTER CARLSBAD, CALIFORNIA Gentlemen: In accordonce with your request, we have performed a foundation investigation for the subject project. The accompanying report presents the results of our field investigation, laboratory tests, and engineering analysis. The soil and foundation conditions ore dis- cussed and recommendations for the soil and foundation engineering aspects of the project are presented. We refer you to the text of the report for detailed recommendations. If you have any questions concerning our findings, please call. Very truly yours, E)xOClATES Robert Prater RP:rcs Addressee (5) cc: Maxwell Starkman AIA 8, Associates (2) Rick Engineering Company Attn: Mr. Richard Slater (3) Von’s Markets Attn: Mr. Barney Sheridan (1) PAL0 ALTO I OAKLAND / MONTEREY / SAN DlEGO - - - - - - - FOUNDATION INVESTIGATION For CARLSBAD SHOPPING CENTER CARLSBAD, CALIFORNIA To ALEXANDER HAAGEN DEVELOPMENT COMPANY 777 Silver Spur Road Rolling Hills Estates, California April 1973 - - - - - - - - .- - - - - - - - - - - TABLE OF CONTENTS Page No. Letter of Transmittal TITLE PAGE TABLE OF CONTENTS INTRODUCTION SCOPE . SITE INVESTIGATION A. Surface B. Subsurface, C. Groundwater D. Seismicity CONCLUSIONS AND RECOMMENDATIONS A. EARTHWORK 1. Site Clearing and Strlpplng 2. Subgrade Preparation 3. Excavation 4. Materials for Fill 5. Expansive Soils 6. Compaction 7. Slopes 8. Trench Backfill 9. Drainage 10. Construction Observation B. FOUNDATIONS 1. Footings 2. Building Floor Slabs 3. Retaining Walls 4. Lateral Loads C. PAVEMENTS 1. Flexible Pavements Table 1 - Recommended Pavement Design Alternatives for R-Value 5 Material 2. Concrete Pavements for Truck Loading Areas FIGURE 1 - SITE PLAN APPENDIX A - FIELD INVESTIGATION Key to Exploratory Boring Logs Exploratory Boring Logs APPENDIX B - LABORATORY INVESTIGATION Figure B-l - Plasticity Chart and Data Figure B-2 - Compaction Test Results Table B-l - Results of Swell Tests Table B-2 - Results of Dry Density Tests APPENDIX C - GUIDE SPECIFICATIONS - SITE EARTHWORK 1 1 3 4 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 8 8 8 9 A-l B-l C-l - - - - - .- SCOPE FOUNDATION INVESTIGATION FOR CARLSBAD SHOPPING CENTER CARLSBAD, CALIFORNIA INTRODUCTION In this report we present the results of our foundation investigation for the proposed Carlsbad Shopping Center to be located on the east side of El Camino Real between Haymar Drive and Marron Road in Carl&ad, California. The purpose of this investigation was to evaluate the foundation materials and to provide recommendations concerning the soil, foundation, and geological engineering aspects of the project. As presently planned and as shown on the Site Plan, Figure 1, the proposed shopping center will consist of a hardware, morket, drugstore, bank and seven other commercial and shop buildings. The larger buildings will probably be one and two-story, masonry block and/or concrete tilt-up structures with slab-on-grade floors. Loads will be typical for this type of relatively light construction and will probably not exceed about 3.5 kips per lineal foot for perimeter walls and 60 kips for interior columns. Loading docks will be provided at the rear of the morket and drugstore. Paved parking will be provided for 825 cars. Site earthwork will consist of cuts up to about 50 feet high in the eastern portion of the site and fills up to about 10 feet deep in the western portion. Elevations referred to in this report are based upon those shown on the grading study prepared by Rick Engineering Company, dated December 12, 1973. The scope of work performed in this investigation included a site reconnaissance, subsurface exploration, laboratory testing, engineering 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 eorthwork, building foundations, slob-on- grade floors, retaining walls, and on-site pavements. SITE INVESTIGATION A subsurface investigation was performed at the site on April 12, 1974 using a truck-mounted, continuous flight auger to investigate and sample the subsurface soils. Twelve exploratory borings were drilled at the approximate locations shown on the site plan to a maximum depth of 30 feet. Logs of the borings and details regarding the site investigation are included in Appendix A. Details regarding the loboratory testing are presented in Appendix B. A. Surface The site is irregular in shape with a plan area of approximately 15 acres. The western portion of the site is relatively flat and low-lying with ground surface elevations ranging from about lwmy-Mdwrr LIOLIOU, - - 5121-1, Page 2 - - - - - .~ - - - - Elev. 25 to Elev. 40 feet. The ground surface in the eastern portion of the proposed develop- ment rises steeply to about Elev. 100. A knobof high ground measuring approximately 350 feet long, 100 feet wide and 40 feet high is located at the south end of the site adjacent to Marron Road. Although the shape and topography of the knob suggests the possibility of it being a stockpile o.f fill, based on our detailed examination of an old topography may and cut-slopes on both sides of Marron Road, it is our opinion that the knob is port of a hill that wos partially removed by the excavation for Marron Road. An inoperative well was noted at the southwest corner of the site at the approximate location indicated on the site plan. The site is presently vacant and surface vegetation consists of a moderate to heavy growth of grass and weeds. 8. Subsurface The soils encountered in the exploratory borings consisted predominantly of interbedded layers of medium dense to dense sands, silty sands and clayey sands, and stiff to very stiff sandy and silty clays to the maximum depth explored of 30 fcot. Loose sands were, however, encountcrcd to a depth of 2 feet in Boring 8 and firm sandy cloy/clayey sond was encountered between depths of 2 and 6 feet in Boring 11. Well compacted fill was encountered in Boring 9 to o depth of 7 feet and was probably placed in connection with the earthwork operations for the existing service station at the corner of Marron Road and El Camino Real, The sandy clays and clayey sands have a low to moderate potential for expansion and on the basis of a lobora- tory R(resistance)-value test, they exhibit poor subgrade characteristics with regard to pave- ment design. The silty clays encountered in Boring 3 between a depth of 3 and 8 feet hove a moderate to high potential for expansion. 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 designoted on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of time may result in changes in the subsurface conditions due’to environmental changes. C. Groundwater Free groundwater was encountered in Borings 1, 8, 10, and 11 at depths mnging from 5.5 to 9 feet (approximately Elev. 20.5 to Elev. 25). Slotted plastic piezometer pipes were installed in Borings 1 and 10 to allow additional water level readings. The depths to groundwater and times of measurement are recorded on the boring logs. It must be noted that fluctuations in the groundwater level may occur due to variations in rainfall and other possible factors. D. Seismicity Based on avoilable published information there are no faults known to exist ot the site and the nearest known major active foults ore the Elsinore and San Jacinto Fault Zones, located approximately 24 ond 46 miles northeast of the site, respectively. Although research on earthquake prediction has greatly increased in recent years, seismologists hova not yet reached the point where they can predict when and where an earthquake will occur. - 5121-1, Page 3 - .~ - - - - -. Nevertheless, on the basis of current technology, it is reasonable 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 soil and foundation engineering standpoint, the site is suitable for the proposed develop- ment provided the conclusions and recommendations presented in this report are incorporated into the design and construction of the project. The opinions; conclusions and recommendations presented in this report are contingent upon Lowney/Kaldveer Associates being retained to 1) review the final p,lons and specifications, and 2) observe site earthwork and the installation of foundations. The primary features of concern at the site are 1) the presence of potentially expansive silty clays, sandy clays, and clayey sands, and 2) the poor subgrade quality of these some soils with regard to pavement design. Where these mate,rials are exposed at or near the finish sub- grade level of building pads, the proposed building floors could be subject to damage due to heave of the expansive soils. Therefore, on those building pads where such a condition exists, it will be necessary to overexcavate the potentially expansive soils and replace them with a layer of non-expansive fill. Because of the poor subgrade quality of the above described soils, heavy pavement sections will be required where these soils are exposed at the finish subgrade surface. We anticipate that much of the material from the higher cut areas will be sands of substontially better sub- grade quality. Since most of the pavements will be in fill areas, the earthwork operations should be carried out so as to provide the better quality sandy soils at the finish subgrade surface in fill areas. A detailed evaluation of the pavement design requirements should therefore be mode upon completion of the earthwork operations. Also considered in our analyses was the presence of the loose silty sands in the vicinity of Boring 8 and the firm sandy clays/clayey sands encountered between depths of 2 and 6 feet in Boring 11. These materials will undergo settlement due to the weight of the proposed fill and building loads. Total settlements are estimated to be on the order of 2.5 inches in the vicinity of Boring 11 and 1 inch in the vicinity of Boring 8. ‘Because of the high sand content of these materials, however, most of this settlement will occur rapidly and should be essentially complete by the end of building construction. Post-construction settlements of the buildings, therefore, are expected to be within tolerable limits. Groundwater is not expected to be a major problem with respect to the proposed development. The highest groundwater level was found to be well below the proposed finished site grades and is not expected to rise significantly provided that adequate control of surface water run- off is maintained. Depending on the depth of pipeline trenches, gmundwoter may be encountered in the trenches during construction. Detailed earthwork and foundation recommendations for use in design are presented in the follow- ing paragraphs. -. - - 5121-1, Page 4 - A. EARTHWORK 1. Site Clearing and Stripping The site should be cleared of all obstructions and miscellaneous debris. Holes resulting from the removal of buried obstructions that extend below the proposed finished site grades should be cleared and backfilled with suitable material compacted to the requirements given below under Item A .6., “Compaction”. After clearing, the site should be stripped ta a sufficient depth ta remove all surface vegeta- tion and organic loden topsoil. At the time of our field investigation, we estimated that a stripping depth of approximately 3 inches would be.required. The actual stripping depth should, however, be determined in the field by the soil engineer at the time of construction. The cleared and stripped materials should be removed from the site. Alternatively, stripped top- soil may be stockpiled for later use in landscaping, if desired. - 2. Subgrode Preporotion - After the site has been cleared and any necessary excavations made, the exposed soils in all oreas to receive structural fill should be scarified to a minimum depth of 6 inches, moisture conditioned and compacted to the requirements given below under Item A.6., ‘Compaction”. 3. Excavation Based on the results of our exploratory borings and our experiences with similar moterials, it is our opinion that the on-site soils can be excavated utilizing ordinary heavy earthmoving equipment. Some heavy ripping could, however, be required in the deeper cut areas of the - site where very dense materials may be encountered. Because of the granular nature of much of the subsurface soils, temporary trench excavations are likely to experience caving especially where the trenches extend below the free groundwater level. - 4. Materials for Fill - .- All existing on-site soils below the stripped layer with an organic content of less than 3 percent by volume are suitable for reuse as fill. The use of potentially expansive sails should, however, conform to the requirements of Item A.5., “Expansive Sails”. In general, we anticipate that most of the potentially expansive sails will be taken from the cuts in lower portions of the site. say below Elev. 50. Substontial quantities of low expansion potential sandy soils are contained in the higher cut areas immediately east of the main buildings. Problems associated with the expansion potential and poor pavement subgrade quality of the clayey soils can therefore be minimized by first using the material from the lower cut oreos as fill in the western portion of the site and then capping the fills with the more sandy~soils from the higher cut areas. 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. Any required import fill should be a non- - - - 5121-1, Page 5 -- - .~ - - .- - - expansive granular material with a plasticity index of 12 or less. All material for use OS fill should be approved by the soils engineer. 5. Expansive Sails Potentially expansive clayey soils taken from the required site excavations should be used as fill only up to within 12 inches of the design subgrade elevations of building pads. The pads should be capped witha~l2-inchminimum thickness of compacted low expansion potential sandy soil. In cut areas where expansive soils are encountered at the finish subgrade level an building pads; the expansive soils should be removed from within the building orea to depths of between 6 and 12 inches depending on the expansiveness of the soil and replaced with compacted non- expansive soil. The determination as to the expansion potential of the subgrade soils should be made in the field during construction by the soils engineer. 6. Compaction All structural fill should be compacted to a mInlmum degree of compaction of 90 percent based upon ASTM Test Designation D1557-70. Fill material should be spread and compacted in lifts not exceeding 8 inches in uncampacted thickness. We estimate that the on-site materials will be subject to a 0 to 5 percent shrinkage due to compaction. 7. Slopes Proposed cut slopes up to 60 feet high should be constructed ta an inclination no steeper than l-3/4 horizontal to 1 vertical. Fill slopes up to 15 feet high may be constructed to an inclina- tion no steeper than l-1/2 to 1. It is essential that our representative inspect the materials exposed in the proposed cuts during the excavation work to check for any signs of potentially unstable areas and to verify that the materials encountered throughout the excavations correspond to those anticipated from our exploratory borings. Fill slopes should be constructe~d so as to assure that the minimum required degree of compaction is obtained out to the finished slope surface. This may be accomplished by “buckrolling” the slopes with sheepsfoot rollers or other suitable equipment in 3 ta 5 foot vertical increments as the fill is raised. The project plans and specifications should contain all necessary design feastures and construc- tion requirements to prevent erosion of the on- site soils bath during and after construction. \ 8. Trench Backfill Pipeline trenches should be backfilled with compacted structural fill. Backfill moterial should be placed in lifts not exceeding 8 inches in uncompacted thickness and compacted by mechanical - 5121-1, Page 6 - - - - - -. - - - .~~~ - - - - meons to a minimum degree of compaction of 85 percent. In all building and pavement areas, the upper 3 feet of trench backfill should be compacted to a minimum degree of compaction of 90 percent. Trench excavations extending below approximately Elev. 20 may encounter freegmundwaterwhich would necessitate dewatering of the trenches during the pipeline installation and subsequent backfilling operations. 9. Drainage Positive surface gradients should be provided adjacent to buildings so as to direct surface water away from foundations and slabs toward suitable discharge facilities. Ponding of surface water should not be allowed adjacent to structures or an pavements. 10. Construction Observation Variations in subsurface conditions ore possible and may be encountered during construction. In order to permit correlation between the preliminary subsurface data and the actual subsurface conditions encountered during construction and to assure conformance with the plans and speci- fications, it is essential that we be retained to observe the site preparation, selection of satis- factory fill materials, and placement and compaction of the fills. Sufficient notification is necessary to assure that our work will coincide with the construction schedule. All earthwork should be performed in accordance with the Guide Specifications - Site Earth- work presented in Appendix C. It should be pointed out, however, that these specifications are only general in nature and that the actual job specifications should also incorporate all requirements contained in the text of this report. B. FOUNDATIONS 1. Footings We recommend that the proposed buildings be supported on conventional, individual spread and/or continuous perimeter footings bearing in undisturbed natural soil and/or compacted fill. Footings should be founded at least 16 inches below rough pod grade or 20 inches below lowest adjacent finished grade, whichever is deeper. These depths take into account the expansion potential of soils that are likely ta be exposed at the footing bearing level in some buildings. Footings located adjacent to utility trenches should have their bearing surfaces below an imag- inary l-1/2. horizontal to 1 vertical plane projected upward from the edge of the trench bottom. At the above. depths footings moy be designed for allowable bearing pressures of 3,000 pounds per square foot for dead loads and 4,000 pounds per square foot for combined dead and live loads with a one-third increase for all loads, including wind or seismic. The footings should, however, have a minimum width of 12 inches. Al I continuous footings shoul~d be. reinf0rce.d with top and baafpm,reinfa~?E!? to provide ~__ _.-,cII- --.-I structur7 continuity and to permit spanning of local irregularities. Any visible cracks in - Lorunty-IWdueer Rssotlotw - - 5121-1, Page 7 - - -~ the bottoms of footing excavations should be closed by soaking prior to placement of con- crete. T~zzsurethat footings,are,founded in .materia! .af s.ufficientbeprlng.,capacity, it is essential that we inspect all footing excavations prior to placing reinforcing steel or concrete. 2. Building Floor Slobs Building floor slobs may be supported on undisturbed natural sails and/or compacted fill pro- vided the supporting soils possess a low potential far expansion. Detailed recommendations regarding treatment of expansive so.ils with regard to building floor slobs is presented above in Item A.5., “Expansive Soils”. Just prior to construction of slobs,’ the subgrade surfaces should be proof-rolled to provide a smooth, firm surface for slab support. In areas where moisture-sensitive floor coverings such as vinyl or asbestos tile is utilized, 4 inches of free draining, rounded gravel such as 3/8-inch pea gravel should be placed beneath floor slabs to serve as a capillary barrier between the subgrade soil and the slab. In order to minimize vapor transmission, on impermeable membrane should be placed aver : the gravel. The membrane should be covered with 2 inches of sand to protect it during construction. The sand should be lightly moistened just prior to placing the concrete. The sand and gravel layers may be considergd to be non-expansive fill. 3. Retaining Walls Retaining walls for truck loading docks must be designed to resist lateral earth pressures and any additional lateral loads caused by surcharge loads on the adjoining slab surface. We recommend that walls be designed for on equivalent fluid pressure of 35 pounds per cubic foot plus an additional lateral uniform pressure of 8H pounds per square foot where H = the height of backfill above the top of the wall footing in feet. Wherever walls will be subjected to sur- charge loads, they should be designed far on additional uniform loteml pressure equal to one- half the anticipated surcharge pressure. The preceding design pressures assume that retaining walls are restrained from movement at the top and that there is sufficient drainage behind the walls ta prevent the buildup of hydrostatic pressures from surface water infiltration. Adequate drainage may be provided by means of weep holes with permeable material installed behind walls or by means of a system of subdrains. Backfill placed behind the walls should be compacted ta a minimum degree of compaction of 90 percent using light compaction equipment. If heavy equipment is used, the walls should be appropriately temporarily braced. Retaining wolfs should be supported on footing foundations designed in accordance with the recommendations presented previously under Item 8. l., “Footings”. Lateral load resistance for the walls can be developed in accordonce with the recommendations presented immediately below under Item 8.4.. “Lateral Loads”. 4. Lateral Loads Lateral load resistance for the proposed buildings may be developed in friction between the ha*.n of tha foundations and the supporting subgrade. An allowable friction coefficient of 0.X!, ii rucornmondod for use in dosign. IawmyHaldmrr mrmtmns .- - 5121-1, Page 8 -. Additional lateral load resistance may be developed in passive pressures acting against the footings. An allowable passive resistance equal ta an equivalent fluid weighing 300 pounds per cubic foot may be used in design provided the footings are poured neat against undisturbed soil. C. PAVEMENTS 7. Flexible Pavements A bulk sample of the sandy clay/clayey sand surface sails at the site was obtained and on “R” (resistance)-value test performed to yield data for pavement design. The results of the test indicate an “R” value of 5 to be representative of these soils. For the R-value of 5 we developed the pavement section alternatives contained in Table 1 below using Procedure 301-F of the State of California Department of Public Works, Division of Highways. We have included pavement designs for pavement lives of 1 to 5 years, 6 to 10 years and 11 to 20 years. As indicated by the table, the poor subgrade quality of the sandy clay/clayey sand soils will necessitate heavy pavement sections where these soils ore exposed at the finish subgrade. Based on the results of our field investigation, we anticipate that much of the material from the higher cut areas in the eastern portion of the site will be sands of substantially better subgrade quality. Since most of the pavements will be in fill areos, we recommend that the earthwork operations be carried out so OS to assure that the pavement areas are capped with at least 72 inches of the better quality sandy soils from the required cut area. Due’to anticipated variations in the quality of the materials from the cut area a detailed analysis (including additional R-value tests) of the soils actually comprising the pavement subgrade across the site should be made upon com- plation of the earthwork operations. In establishing the rough site grades in pavement areas, consideration should be given to the fact that the final pavement thicknesses could vary within a relatively large range. In addition, bids for the pavement construction work should not be taken until the actual required pavement thicknesses are established upon completion of the rough site grading work. TABLE 1 RECOMMENDED PAVEMENT DESIGN ALTERNATIVES FOR R-VALUE 5 MATERIAL Pavement Components Aggregate Aggregate Anticipated Asphal tic Bose Subbase Pavement Concrete _ Class 2 Class 2 Total Thickness Location Life (Years) (Inches) (Inches) (Inches) (Inches) Automobile 11 to20 2.0 4.0 5.0 11.0 Parking and 2.0 8.5 10.5 Traffic Channels 6to 10 2.0 4.0 4.0 10.0 2.0 7.5 9.5 (T.I. =4.0 for 20-year lto 5 2.0 6.5 8.5 life) - 5121-1, Page 9 - - ..~ - - - - - - - - - - - - - Anticipated Pavement Location Life (Years) Truck Access. 11 to 20 and Loading Areas (T.I.= 6.0 6to 10 for 20-year life) l’to 5 TABLE 1 (Cont’d.) Pavement Components Asphaltic Concrete (Inches) 2.5 2.5 2.5 2.5 2.5 2.5 Aggregate Base Class 2 (Inches) 5.0 14.5 5.0 13.0 5.0 12.0 Aggregate Subbase Class 2 Total Thickness (Inches) (Inches) 11.0 18.5 17.0 9.0 16.5 15.5 7;5 15.0 s 14.5 The traffic indices of 4.0 and 6.0 used in our pavement designs are considered reasonable values for the proposed development and should provide the indicate~d pavement lives with a normal amount of flexible pavement maintenance. Selection of the design traffic porometers, however, was based on engineering judgement and not on an equivalent wheel load analysis developed from a traffic study or furnished us. Asphaltic concrete, aggregate basesand preparation of the subgrade should conform to and be placed in accordance with the California Division of Highways, Standard Specifications, Jonuory, 1973 edition, except that the test method for compaction should be determined by ASTM D1557-70. It is our understanding that there may be a local source of decomposed granite which approaches the quality of Class 2 aggregate base at substantially lower cost. When more detailed pavement design studies are undertaken upon completion of the rough site,grading work, we will at that time check into the decomposed granite alternative for the base materials. 2. Concrete Pavements for Truck Loading Areas We recommend that concrete vehicular slobs for truck loading areas have a minimum thickness of 7 inches and be reinforced with 6x6-6/6 wire mesh. The slabs may be constructed directly on the natural on-site soils provided the subgrade is scarified and recompacted to a minimum degree of compaction of 95 percent. These design recommendations are based on an assumed maximum truck axle load of 18,000 Ibs. - lmJn~y-WnMvrvr Il,W‘l”,,, - - - - - .- - - - - - - - - - - -zz Approximate / location of an existing well 01 a I - ‘& i ,r--.pEL \ , -\ C.,4:24 ,’ PO- .- -.. P-5-A-L - ._ i ‘\‘.,‘, Lli;,E“:l~t ..-.- r .~, r:,,-1 $- Exploratory boring location :, .,. : e Sack sample location Approximate Stole (Feet) 100 300 500 0 200 400 Base: A Site Plan by Maxwell Starkman AIA 8. Associates, lotest revision March 28, 1974. LPwEsnessJ-~io:~veer ltsmriote5 ~~undakm , Sol, I Gsologlcsl EngIneera SITE PI-AK C;A,!:Isii,~,i~ ‘,!IO“!‘II\:. i‘:‘NTi.r, Corlsbad, Cf]liforniil PROJECT NO DATE 131. I ‘.,,,;I I’? ‘4 Figure 1 A-l APPENDIX A - FIELD INVESTIGATION -. - - .- - - - - - - -~ - - The field investigation consisted of a surface reconnaissance and a subsurface exploration program using o truck-mounted, 8-inch diameter, continuous flight auger. Twelve explora- tory borings were drilled at the site on April 12, 1974 to a maximum depth of 30 feet at the approximate locations shown on the Site Plan, Figure 1. The soils in the borings were con- tinuously 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 o key for soil classification are included as part of this appendix. The approximate ground surface eleva- tions noted oti the boring logs were taken from a grading study prepared by Rick Engineering Company, dated December 12, 1973. Representative iar and relatively undisturbed samples were obtained from the exploratory borings at selected depths appropriate to the investigation. All samples were returned to our laboratory for evaluation and appropriate testing. Standord penetration resistance blow counts were obtained in the borings by dropping a 140-pound hammer through a 30-inch free fall. A 2-inch O.D. split spoon sampler was driven to a maximum depth of 18 inches and the number of blows recorded for each 6-inch penetration interval. The blows per foot recorded on the boring log represent the accumulated number of blows that were required to drive the last 12 inches. Where high resistances were encountered, the sampler was driven to the lesser interval indicated on the boring logs. Relatively undisturbed samples were obtained by driving a 2.5-inch I.D. sampler 12 inches into the soil using the 140- pound hammer. Boring log notations for the standard split spoon and 2.5-inch I.D. samplers are as indicated below: w Standard Split Spoon Sampler w 2.5-Inch I.D. Sampler An evaluation of the undrained shear strength and unconfined compressive strength of the more clayey soils encountered in the borings was made in the field using Torvane and hand pene- trometer devices. The results of these tests are presented on the far right columns of the boring logs at the appropriate depths. The boring logs show our interpretation of the subsurface conditions at the dates and locations indicated, and it is not warranted that they are representotive of subsurface conditions at other locations ond times. - - - I”...“.n.Y”IA...l* lk.“.,“... - - - .~ - .- - - -. .~.. - - -. - - - L OWNEY * KALDVEER ASSOCIA PRIMARY DIVISIONS SECONDARY DIVISIONS I I GRAVELS I CLtAN 2 GRAVELS 1 GW 1 Well gmdcd grmrls. grwel-s*nd tlllxtlllcs. ,l,,k or no fints VI 20 $ 5% MORE THAN HALF (LESS THAN Poorly qraded gravels or gravel-sand mixtures. litlie or OF COARSE 5% FINES) GP no hcs. FRACTION IS tfLw GRAVEL GM : Silty gravels. gravel-sand-silt mixlures. non-plastic fines, 9 z ,5: LARGER THAN WITH NO. 4 SIEVE FINES GC Clayey gravels. gravel-sand-clay mixtures. plastic fimr. d I SANDS CLEAN SANDS SW Wsll graded sands. gravelly sands. little or M fines. MORE THAN HALF (LESS THAN or ^^.^^_ 5% FINES) SP Poorly graded sands or gravelly sands. little or no fines. r L”AHbk FRACTION IS SANDS SM Silty sands. sand-sift mixtures. non-plastic fines. I SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines. I SILTS AND CLAYS ML lnor anic silts and very fine s.yds, !ock flour. silt,“, or c ayey fine sands or clayey ~811s wth sl(ghI pIas11c11y. 9 LIQUID LIMIT IS LESS THAN 50% CL lnor anic c@s of low 10 medium plasticity. gravelly cays. sandy clays. silfy clays, lean clays. 9 OL Organic sifts and organic silty clays of low plasticity. Organic clays of medium 10 high plasticity, organic sills. HIGHLY ORGANIC SOILS Pt Peat and ,,,hc, h,ghly organrc soils. DEFINITION OF T&MS U.S. STA?!DhRD SEDIES S!EVE CLEAR SQUA,RE S!EVE OPENIMGS 200 40 10 4 3/4’ 3” 12” SAND I GRAVEL SILTS AND CLAYS COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE GRAIN SIZES /ENDS AND GRAVEL: VfR;I LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE BLOWS/FOOT+ o- 4 1 4 -10 10 -30 33-50 OVER 50 SILTS AND CLAYS STRENGTH* VERY SOFT SOFT FIRM STIFF VERY STIFF HARD 0 - l/4 l/4 - l/2 v2 - 1 ? -2 2-4 OVER 4 RELATIVE DENSITY CONSISTENCY ‘Number of blows of 140 pound hammer falling 30 inches IO drive a 2 inch O.D. O-3/8 inch I.D.) solit spoon (ASTM D-158G). IUnconf!ned comprcsswe srrerlgth in tons/sq. 11. as determined kq laboratory tesfizg or approximaled by the standard pcnclrarion lest (ASTM 0-1586~. pockcl penetromeler. Iorvane. or visual observation. K&Y TO EXPLORATORY OORfNG LOGS TES Unified Soil Clnssificrrtion Systtlnl (ASTM D-2487) CARLSBAD SHOPPING CENTER Found~rion/Soil/Goological Enginoars -I 1 Carlsbad, California P,,O.l1l:T NO ,)A, I - SlYI-I A,,, i I 1’)i.l I iqllrv A- 1 -.~ - - - - - - - - - - - - - OR~LL RIG Continuous FI ight Auger SURFACE ELEVATION 30’ (Approx) LOGGED BY MR0 DEPTH TOGROUNDWATER 6.5’ ATD BORING DIAMETER 8 Inches 1 DATE DRILLED 4/12/74 DESCRIPTION AND CLASSIFICATION gulf z w ES $g: DEPTH 5 FZ!$ ,4zm cc; so>- -mou zel: $YZ DESCRIPTION AND REMARKS “8’$“; COLOR CONSIST. ;f;; FEET) 2 d :zz z$ zz ::py 0:g ::i “L> a - 8 22; a ” ” SILTY SAND, fine grained S’aY- medium SM _ 15 11 brown dense CLAYEY SAND dark dense SC _ 5 _ Passing No .200 Sieve = 48% P wv 41 14 5.0+ 9.0 -lo- - 15- brown medium 10 dense 3ottom of Boring = 19 Feet Note: Slotted piezometer installed to depth of 9 Feet after drilling. -2O- - 25- -30- - 35- we: The .tmtifls.tlon Ilnes rcpraren, the oppmxim~,a ‘““hy behvvom m0tcrl.l h/per and ,h* h”$i,b” my ? .pdbml. -4c- EXPLORATORY BORING LOG Lswney-Hoidweer tl4miPilttx FO”“dat,on I sol,, OEologfes, Engineers CARLSBAD SHOPPING CENTER Carlsbad, California PROJECT NO, I DATE BORING 5121-l 1 April 1974 NO. 1 - - - - - - - - - - - - - - - - - DRlLLRIG Continuous Flight Auger SURFACE ELEVATION 40’(Approx) LOGGED BY ME0 DEPTH TO GROUNDWATER Hole Dry ATD BORING DIAMETER 8 Inches DATE DRILLED J/12/74 DESCRIPTION AND CLASSIFICATION 5 $gE - 2 ti c, ” z4 :;r DEPTH ~ c4yj 5: srS>c -,,?‘J DESCRlPTfON AND REMARKS ray- COLOR CONSIST. $;; IFEET) ’ %g sz yzgz 2;: YI :gi GEE-- ;c= a - 8 “2 o 5 2 i: SILTY SAND, fine grained . brown ;zis$rn SM _ ’ _ SAND, fine grained brown medium SP _ dense CLAYEY SAND, fine grained light, medium SC _ 5 _ gray 8, dense T 29 13 brown - SAND, fine grained CLAYEY SAND, fine grained 41 light dense SP _ wv I ight dense SC - 15- wv 34 Bottom of Boring = 19 Feet -2o- - 25 - -3o- - 35 - “oote: The Itr.tification line, repmen, the appmi,m,c .=U”hY between makriol type, and the ,ronri,ion real ae grodval . -4o- EXPLORATORY BORING LOG lw~~e~~?~~~w~er Wnocintes CARL:,RAD St!CIPI’fNG Ct~NTtR Co~~lsbad, Colifomio FO”“datio” I so;, I Gcofogica, Engineers PI,OJZCT NO. I i)AlL LW”lNG 1~171-1 .Ap il I’!/4 NL\ 7 ,~~ - - - .~~ - - - - - - - - - - -. - DRILLRIG Continuous Fliaht Auaer 1 SURFACE ELEVATION 46’IA~orox) 1 LOGGED BY MR0 - ” I ~,, II DEPTH TO GROUNDWATER Hole Diy AID BORING DIAMETER 8 Inches 1 DATE DRILLED 4/12/74 DESCRIPTION AND CLASSIFICATION DEPTH $ gg =iJ l” ES ::I ;z$ y Ez q$zc $24, rwwoy gcw DESCRIPTION AND REMARKS “B’o”; COLOR so,l. (FEET1 CONSIST. TYPE $ $$g ‘i “ii- ;$ a - 0 CLAYEY SAND, fine grained brown medium SC v dense SILTY CLAY Passing No .200 Sieve = 84% CLAYEY SAND, fine grained SILTY SAND, fine to medium grained SANDY CLAY with occasional thin very sandy layers !3”Y- vv CL - brown stiff - 5- x 33 26 3.0 5.0 brown very SC _ dense -lO- 55 .7 brown dense SM-- SP - - 15 - vv- very CL - brown stiff -2o- 33 17 3.6 6.t Bottom of Boring = 24 Feet - 25 - -3o- - 35 - oh: The straMkotion Ihs repretcnt ,hc .,pppmx,r.,,e ‘undar/ behveco mstcrid Iper and ,hc ,r.n,i,ion may groduol. -4o- EXPLORATORY BORING LOG l~~~~~-~~~~~~@~r C155oeirrtes FO”“dPLkm I so,, I Geological EngrnFErS CARLSBAD SHOPPING CENTER Corlsbad, California PROJECT NO. I DATE BORING 5121-l April 1974 NO. 3 ,- .- - - - .- -- .- - - - - - - - DRILLRIG Continuous Flight Auger SURFACE ELEVATION 40’(Approx) LOGGED BY MR0 DEPTH TO GROUNDWATER Hole Dty ATD BORING DIAMETER 8 inches 1 DATE DRILLED 4/12/74 DESCRIPTION AND CLASSIFICATION Qz $:r 2 w”f ES :G: DEPTH y, $Q $5 bTZ$C L$$ “B’$t- COLOR CONSIST. ;;;k (FEET, DESCRIPTION AND REMARKS 3 LZO ?I:?+ 52: :wo: gc- WE+- 0%: c - 8 “Z n 58 CLAYEY SAND, fine groined brown yeds2m SC _ 25 SAND, fine grained light medium Sp gray & dense brown - 5-x CLAYEY SAND, fine grained g”Y- medium SC - brown dense -lo- 23 16 9.ot Bottom of Boring = 14 Feet - 15- Note: “x” denotes jar sample >btoined from auger cuttings. -2o- - 25-’ -3o- - 35- %te: The str~ifkaflon llnc, represent ph. appmxi~te aundar, between mr.kri.4 yyper and the tron.i,ion may x gmduol . -4c- EXPLORATORY BORING LOG CARLSBAD SHOPPING CENTER Carlsbad, California Fo”“dal,o” I son I GBologlcol Enginecrr PROJECT NO. I DATE GORING s121-1 April 1974 NO. 4 .~~ - - .- - - - - - - - - ,- - .L RIG Continuous FI ight Auger SURFACE ELEVATION 42’(Approx) LOGGED BY MR0 DEPTH TO GROUNDWATER Hole Dry ATD BORING DIAMETER 8 inches ~ D ATE DRILLED 4/ 12/74 L DESCRIPTION AND CLASSIFICATION l- I t I , , E DESCRIPTION AND REMARKS COLOR CONSIST SANDY CLAY, fine grained Passing No.200 Sieve = 51% xown nedium Aense nedium dense dense 36 40 15 9 SAND, fine grained with xcasional silty layers ight VY a xown ight vy - l- - 5--J - lo- - 15- -2o- - 25 - -3o- - 35 - -4o- (grading fine to coarse grained) Bottom of Boring = 11.5 Feet bla: The w7tiricotion line. rcpresm, ,hs opproxlmtr oundory bcwoon m.!cr,., h/per and the ,ron,i,ion nxly e gdval. - - - EXPLORATORY BORING LOG FrJ”“&4,0” , so,, I Geological Engineers CARLSBAD SHOPPING CENTEI; Corlsbod, California I PROJECT NO, I DATE GORING s121-1 April 1974 NO. 5 .-, - - - - - - - - - - - .- DRILL RIG Continuous FI ight Auger SURFACE ELEVATION 35’(Approx) LOGGED BY MR0 DEPTH TO GROUNDWATER Hole Dry ATD BORING DIAMETER 8 Inches DATE DRILLED 4/ 12/74 DESCRIPTION AND CLASSIFICATION 5 i;!Z .T y $:I cc; E$ c DEPTH 2 Qa> $ ;g$g ;$$ DESCRIPTION AND REMARKS “B’$“; COLOR SO,L (FEET) s ci “;Eg CONSIST. TYPE 3: 5$ 8 $iCE ggz a kg h $8” SILTY SAND, fine groined brown dense SM _ v J-37‘ ! wy CLAYEY SAND, fine grained _, SANDY CLAY gw- medium SC - 5 _ brown dense T 19 brown very CL - stiff -lO- 20 17 2.6 6.1: Bottom of Boring = 14 Feet - 15- -2o- - 25 - - 30- - 35 - twe: The rtmfifico,ion liner repre,en, the 0ppmxtm.c b”n*ry betwean matcrio, ,ypes end ,he tmnrwm may -4o- :>c gr0dv.d. EXPLORATORY BORING LOG CARLSBAD SHOPPING CENTER Carlsbad, California Fo”ndalio” I so,, I Geologlca, Eoglnecrs PROJECT NO, I DATE BORING 5121-l April 1974. NO. 6 1 - .- .- - - - - - - - .- - - - - - - -. I 1 = c c JRILLRIG Tnntintmmtc Flight Auger SURFACE ELEVATION 1()3’(,k,pprox) LOGGED BY JEPTH TO GROUNDWATER ~~~~ ~~~ AID BORING DIAMETER 8 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION = ;g- :$! %j ;,w6 l- 22 DESCRlPTlON AND REMARKS iAND, fine to medium grained ;ILTY SAND, fine grained IAND, fine grained ‘grading very hard drilling) lottom of Boring = 30 Feet Jot.% The Im~ilic.tion lim reprcianr the .zpppmxhlol. 3undaty bctwc.n m.tsri.l ,ypcr and ho Ir.n,it,on muy e I’“d”“l. a = d- L b i COLOR frown -. ight mown - T- :bNSIST TYPE ledium ense ledium ense ev ense ‘ense -lo- -, 15 -1 -- 20- P - - 25-1 =- 3G-= - 35- - 40- 54 35 = - 9 = - EXPLORATORY BORING LOG ~W~WW~~~W~~W~~~ Assodwttes Fo”“dot,on I so,, I GeOloglcOl EngtneerS I CARLSBAD SHOPPING CENTER Carlsbad, California PROJECT NO. I DATE GORING s121-1 April 1974 NO. 7 - - - ..- - .- ..- .~ - .- - .~ DRILLRIG Continuous Flight Auger SURFACE ELEVATION 34’(,4pprox) LOGGED BY MR0 DEPTHTO GROUNDWATER 9.0’ ATD BORING DIAMETER 8 inches 1 DATE DRILLED 4/12/74 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SAND, fine to medium SANDY CLAY SAND, fine to medium grained SANDY CLAY Bottom of Boring = 16.5 Feet IJot.: 7 L e r~r.tilichm line, reprercnf the appmaima,, avndar/ behvccn m.teriol type, on.3 the tron,iGon may >e gr”d”al. - YI 30 si - = A COLOR ight ,rown iark J ray -- 3 ray lraY vown - l- CONSIST oose nedium jense ;tiff nedium dense 4ery ;tiff -- lo- jP -2o- - 25 - -3o- - 35 - -4o- = iq is; ;g; ;za 1 7 13 14 34 = - = g E- 2: 3: s 1 = 3.6 -i EXPLORATORY BORING LOG 4.0 7.2 = CARLSBAD SHOPPING CENTER Carlsbod, California PROJECT NO. I DATE BORlNG s121-1 April 1974 NO. 8 .-. - - - - - - - - - - - - - - DRK.LRIG Continuous Flight Auger SURFACE ELEVATION 43’(Approx) LOGGED BY MR0 DEPTH TO GROUNDWATER Hole Dry ATD BORING DJAMETER 8 Inches DATE DRILLED 4/12/74 DESCRIPTION AND CLASSIFICATION $luf z =‘$ 5 u. s:> e: gg= DEPTH _I cc;:- za; :te& :wz “B’$t- COLOR CONSIST. ;;;; IFEET) 2 :53 25 DESCRIPTION AN0 REMARKS ;: Y 0 0 3: ruox nzg LoE+- “I+ n ;:ij 8 “2 58” ?lLTY SAND, fine grained light medium SM _ 23 gray 8, dense brown 15 17 light - 5- :WELL COMPACTED FILL) t brown 22 SILTY SAND, fine grained light ?efi;rn SM-- 9v e SP _ -lO- 21 sottom of Boring = 15 Feet 15 -2o- - 25 - -3o- - 35 - oto: The rtr.tiliso~ion linc, reprelent ,he appmx,lm,a ‘U”dOry bclwaan material type, and ,hs I,a”ri,,on may 5 ~‘Odd . -4o- EXPLORATORY BORING LOG CAKLSBAD SHOPPING CENTER Carlsbad, California Fo”“dalio” I so,, I acolo~icol Enginscrs PROJECT ND. I DATE BORING 5121-l April 1874 NO. 9 DRILLRIG Continuous Flight Auger 1 SURFACE ELEVATION 27’(Approx) 1 LOGG’ED &’ MR0 I - - - - - - - - - - - -~ DEPTH TO GROUNDWATER 6.5’(See Note 2) BORING DIAMETER 8 Inches DATE DRILLED 4/12/74 DESCRIPTION AND CLASSIFICATION Yh IO 5 = n. L I c ~ < 7 ? i DESCRIPTION AN0 REMARKS COLOR CONSIST, SILTY SAND, fine grained ight xown nedium hse SANDY CLAY Jark 2 v gray- xown ,tiff rery .ti ff 3.6 6.0 19 16 1.5 3.0 Z - = Bottom of Boring = 11.5 Feet Notes: 1) Piezometer installed to depth of 9 Feet after drilling. 2) Depth to groundwater estab- I ished on 4/17/74. - 15 - -2o- - 25 - -3o- - 35 - -4o- Me: The rtmt,~isa,,on line, reprc~en, ,he qmeximh l”n*~ bc+vmen mo1cri.l type, and ,hs tr0nriti.n may P gmduol. - - EXPLORATORY BORING LOG - T CARLSBAD SHOPPING CENTER Carlsbad, California PROJECT NO. I DATE 5121-l i Aoril 1974 - - - - .- .,- - - - .~ .- .- - DRILLRIG Continuous Flight Auger SURFACE ELEVATION 26’(Approx) LOGGED BY MR0 DEPTHTO GROUNDWATER 5.5’ ATD BORING DIAMETER 8 Inches DATE DRILLED 4/12’4 6%; s DESCFUPTION AND CLASSIFICATION E 25% DEPTH i z ; EZ Ei:, EL: $: go,c :z; &!$ 8:; DESCRIPTION AND REMARKS “B’o COLOR CONSIST. ff;; (FEET1 2 ;g; 3: ,Z”i-- ,.a- m a - 8 L& zztj n ” CLAYEY SAND, fine grained light medium SC _ 13 14 brown dense SANDY CLAY/CLAYEY SAND dark firm SC _ wv Liquid Limit = 31% sz - s- 0.6 1.4 Plasticity Index = 16% stiff 1.0 2.4 Passing No .200 Sieve = 490/o Bottom of Boring = 11.5 Feet $’ - lo- 18 2.2 5.0 - 15 - -2o- - 25 - - 30- - 35 - %,fe: The ,trotificotbn liner reprercn, the oppmximo,. aundory betroan matcri., types md the ~r.n,it,on my se ~d”Ol. -4o- ~F;~~gRrj-;:?J:&fCgy f&~rifjQ@s Fo”“dv,,an , soi, I Ge.¶,o~,cal Englrlecrs EXPLORATORY BORING LOG .CAKLSL\AD Sl~lO!‘l’ING CENTLI; Carlsbad, California PROJECT NO, I DATE 2121-l April lY74 ““X” 1’ i i .- - - .~ - - ,- - - DRILLRIG Continuous Flight.Auger SURFACE ELEVATION 30’(Approx) LOGGED BY MR0 DEPTH TOGROUNDWATER Hole Dry ATD BORING DIAMETER 8 Inches D, kTE DRI LED 4/12 n. 4 I Z.tZZ = I = sg; 2 DESCRIPT!ON AND CLASSIFICATION -z: L 5:u e+ ,“? 2: COLOR CONSIST, :zi 3; g L - 8 DESCRIPTION AND REMARKS SILTY SAND, fine grained SAND, fine grained - n IO - - vown .- xown neaium Ilense nedium dense < 5 i _ DEPTH _I L ;o,L FEET) ‘< I 2 YPE * i n iM ;P _ ; i - = (grading fine to coarse grained below 4 Feet) Bottom of Boring = 10 Feet = Note: The rtrolikotion liner repmen, the .ppmxim,h houndq ber*cen materio, yPc, and ,he ,mn,ition my bc (i’oduol. I -r - 5- - 10 -- - 15- -2o- - 25 - = - EXPLORATORY BORING LOG - = CARLSBAD SliOFPING CENTEk? ; - B-l APPENDIX B - LABORATORY INVESTIGATION - - - - - - - The natural water content was determined on selected samples and is recorded on the boring logs at the appropriate sample depths. One Atterberg Limits test and four No.200 Sieve tests were performed on selected samples of the more clayey subsurface 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 tests are presented on Figure B-l and are also recorded on the boring logs af the appropriate sample depths. A compaction curve was performed on a representative bulk sample of the on-site surface soils. The results of this test are presented on Figure B-2. Three swell tests were performed on selected undisturbed samples of the subsurface materials in order to determine their expansion potential. The results of these tests are presented in Table B-l. Two dry density tests were performed on selected samples of the subsurface soils to obtain addi- tional data for analysis. The results of these tests are presented in Table B-2. An R-value test for use in pavement design was performed on a bulk sample of the on-site surface soils. The results of the test indicated the soil sample to have a design R-value of 5. Iwnc”4kddurrr R,,mlatm - .- - - - - - - - - - - .- - .- - - i 60 50 2 ” 40 5 2 c 30 G F 2. =O d 10 7 4 0 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT C%l KEY BORING SYMBOL NO. SAMPLE DEPTH <fectl NATURAL WATER CONTENT 96 LIQUID LiMlT % UNIFIED PLASTICITY PASSING NO. 200 LICIUIDITY SOIL INDEX SIEVE INDEX CLASSIFICATIOF 96 % SYMSOL e3 EB-11 5-6 23 31 16 49 0.5 EB-1 5.5-6 14 - - 48 - EB-3 5-6 26 - - 84 - EB-5 1 15 - - 51 - s-2 - 44 - “Symbol for coorsc grained s3il used sivce lesi than 50% passing No.210 sieve. sc* sc* CL CL SM* PLASTICITY CHART AKD DATA CARLSBAD SHOPPING CENTER Carlsbod, Colifomio PROJECT NO. DATE ). 5121-l 1 April 11‘74 Figure B-l - - -- .- - .- - - - - - - - - - - -- SAMPLE DEFT” SPECiFlC LlO”iO PLASTlC NO. (FT.1 SAMPLE DESCRIPTION GRAYITY ml; lNDEX s-1 o-1 Gray-brown CLAYEY SAND, fine grained -- -- -- Zero Air Voids Curve / (SP. G ravity = 2.65) / 1 \ j , 110 / ’ / ’ I I /, I / I ! ! \’ / ! I II / ;1 !I,\ ) 1.1 / ! i IF---- __I I \ \ lo!jti ’ ’ 1 i I - ’ I \ 5 10 15 20 25 MOISTURE CONTENT % OPTIMUM WATER CONTENT % 14.0 MAXIMUM DRY DENSITY, pcf 119.5 TEST DESIGNATION ASTM D1557-70T COMPACTION TEST RESULTS .OWNEY - KALDVEER ASSOCIATES Fo”ndolion, soit, ‘*.bgit”l Enginecrr CARLSBAD StIOFi::NG CENTEil Corlsbad, California .~ PEC’JTCT NO. rL,,!Y LwI,,Y,NC NO, :>121-I ,,\pri! Y 1 I E-2 -- - .- - -~ .-. - - - - - - - - - - TABLE B-l - RESULTS OF SWELL TESTS Initial Final Natural Water Content Water Content Exploratory Sample Dry After After Surcharge Boring Depth Density Air Drying Saturation Pressure Swell Number (Feet) (PCf) (“h) W) (PSf) W) * 3 5 to 6 97 11.5 30.0 144 7.2 1 . 5to6 119 2.9 17.6 144 4.6 1 5 to 6 119 3.1 16.7 488 2.4 TABLE B-2 - RESULTS OF DRY DENSITY TESTS Exploratory Sample Boring Depth Number (Feet) 1 5 to 6 11 5 to 6 Dry Density (PCf) 118 104 Natural Water Content (“/I 14.2 23.0 - - - - - .- - - - - - - - - - - - - APPENDIX C GUIDE SPECIFICATIONS - SITE EARTHWORK FOR CARLSBAD SHOPPING CENTER CARLSBAD, CALIFORNIA 1. GENERAL 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 clearing and stripping, disposal of excess materials, excavation, preparation of foundation materials for receiving fill, and placement and compaction of fill to the lines and 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 ofyear from the date of written acceptance of the entire construction work by the Owner. Upon written notice of any defect in materials or workmanship during said year period, the Contractor shall, at the option of the Owner, repair or replace said defect and any damage to other work caused by or resulting from such defect without cost to the Owner. This shall not limit any rights of the Owner under the “acceptance and inspection” clause of this contract. The Contractor shall be responsible for the satisfactory completion of all site earthwork in accordance with the project plans and specifications. This work shall be observed and tested by o rcprcscnt~ativc of Lowncy/Kaldveer Associates, hereinafter known as the Soil Engineer. Both the Soil Engineer and the Architcct/Enginccr ore the Owner’s rcprcscntotivcs. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all 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 Soil Engineer or Architect/ Engineer. No site earthwork shall be performed without the physical presence or approval of the Soil 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 preporation work and placement and compaction of fills. He shall make enough visits to the site to familiorize himself gencrolly with the progress and quolity of the work. He shall make a sufficient number of tests and/or observations to enable him to form an opinion regarding - - c-2 - - - - _- - - - - - - - - - - - the adequacy of the site preparation, the acceptability of the fill material, 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 satisfied. In accordance with generally accepted construction practices, the Contractor shall be solely and completely responsible for working conditions at the job site, including safety of all persons and property during performance of the work. This requirement shall apply 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 Contractor’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 construction practice. In addition, he shall certify that the materials used are of the types, quantity and quality required by the plans and specifications. C. Site and Foundation Conditions The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the soil report titled “Foundation Investigation, Carlsbad Shopping Center, Carlsbad, California”. The Contractor shall not be relieved of liability under the contract for any loss sustained as a result of any variance between conditions indicated by or deduced 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 conditions differing from those disclosed by the original soil investigation, promptly notify the Owner as to the nature and extent of the differing conditions, first verbally to permit verification of the conditions, and then in writing. No claim by the Contractor for any conditions differing from those anticipated in the plans and specifications and disclosed by the soil investigation will be allowed 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 prevention 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 material 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 borrow areas. ASTM SPECIFICATIONS - The 1970 edition of the American Society for Testing and Materials Standards. DEGREE OF CO’MPACTION - 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 material as deter- mined by ASTM Test Designation DT557-70. Ill. 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 obstructions including concrete rubble, buried utility lines, and miscellaneous debris. Such materials shall become the property of the Contractor and shall be removed from the site. Holes resulting from the removal of buried obstructions that extent below the finish subgrade level shall be cleared and backfilled with structural fill. 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 all 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 if so directed by the Architect/Engineer. Otherwise, all stripped materials shall become the property of the Contractor and shall be removed from the site. 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 specifications. 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 Knches, moisture conditioned and compacted. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which crre to receive fill material shall be approved by the Soil Engineer prior to the placement of any fill material. 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 whfch 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 rocks 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 cm organic content of less than 3 percent by volume is suitable for use crs fill except that potentially expansive clayey soils as determined by the Soil Engineer shall not be used as fill within 12 inches of the finished subgrade surface in building and pavement areas. In addition, any potentially expansive soil exposed at the finish subgrade surface on building pads in cut areas shall be excavated to a depth of 6 to 12 inches below the finish subgrade level as directed by the Soil Engineer and replaced with non-expansive granular soil. In addition to the preceding requirements, any required imported fill material shall be a non- expansive granular soil with a plcsticity index of 12 or less. VII. PLACING AND COMPACTING FILL MATERIAL All structural fill shall be compacted by mechanical means to produce a minimum degree of coni- paction of 90 percent as determined by ASTM Test Designation D1557-70. Field density tests shall be performed in accordance with either ASTM Test Designation D1556-64 (Sand-Cone Method) or ASTM Test Designation D2922-71 and D30i7-72 (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 penit proper compaction by either: (1) aerating the fill if it is too wet, or (2) moistening the fill with water if it is too dry. Each lift shall be thoroughly mixed before compaction to ensure a uniform dis- tribution of moisture. Fill slopes shall be constructed so os to crssure that the minimum required degree of compclction is obtained out to the. finished slope surface. This shall be accomplished by “backrolling” with a sheepsfoot roller or other suitable equipment in 3 to 5 foot vertical increments as the fill is raised. c-5 - VIII. TRENCH BACKFILL Pipeline trenches shell be backfilled with compacted structural fill. Backfill matericl shall be placed in lifts not exceeding 8 inches in uncompacted thickness ond compacted by mechanical means to c minimum degree of compaction of 85 percent. in all slab-on-grade and pavement ureas, the upper 3 feet of trench backfiil shall be compacted to a minimum degree of compaction of 90 percent. - IX. TREATMENT AFTER COMPLETION OF EARTHWORK After the earthwork operations hove been completed and the Soil Engineer has finished his obser- - vation of the work, no further earthwork operations shall be performed except with the approvol of cmd under the observation of the Soil Engineer. - It shall be the responsibility of the Contmctor to prevent erosion of freshly graded areas during construction and until such time as permanent drainage and erosion control measures hove been installed.