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HomeMy WebLinkAboutCUP 01-06; KING'S FISH HOUSE & LOUNGE; GEOTECHNICAL INVESTIGATION; 2001-07-10GEOTECHNICAL INVESTIGATION. King's Fish House & Lounge Paseo Del Norte Carlsbad, California Prepared for: Mr. Gary Mayeda King's Seafood Company, Inc. 100 West Broadway, Suite 550 Long Beach, CA 90802 By: Testing Engineers - San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, California 92111 Project No. 2001-1496 July 10,2001 M5 oS'-Ol Eso Testing Engineers - San Diego, Inc. Established 1946 Mr. Gary Mayeda King's Seafood Company, Inc. 100 West Broadway, Suite 550 Long Beach, CA 90802 Subject: Geotechnical Investigation Project: King's Fish House and Lounge - Paseo Del Norte Carlsbad, California July 10, 2001 Project No. 2001-1496 Dear Mr. Mayeda: In accordance with your request, Testing Engineers-San Diego, Inc. has conducted a Geotechnical Investigation at the referenced site in Carlsbad, California. The attached report discusses the geotechnical aspects of the project and provides recommendations for the proposed development. Our subsurface investigation has found that the subject site is underlain by undocumented fill soils and Terrace deposits to a maximum explored depth of 7 feet below existing grade. Dense sandstone of the Bay Point Formation was underlying the Terrace deposits. We conclude that the proposed development is geotechnically feasible based upon the existing soil conditions, and provided the recommendations contained herein are implemented in the design and construction. Testing Engineers-San Diego appreciates the opportunity to be of assistance to you on this project and welcome the opportunity-to continue our role as geotechnical consultants. Should you have any questions regarding the contents of this report, please do not hesitate to contact us. Sincerely, Testing Engineers-San Diego Senior Engineer civ''- Principal Geologist M. 2001.1496 King's Fish House and Lounge Ge Testing Engineers . San Diego, Inc., 7895 Convoy Court, Suite 18 San Diego, CA. 92111 [858] 715-5800 Fax [858] 715-5810 TABLE OF CONTENTS INTRODUCTION General....................................................................................................1 Purpose..................................................................................................1 Scopeof Services.......................................................................................1 PROJECT BACKGROUND SiteDescription ......................................................................................... 2 ProposedDevelopment ................................................................................ 2 SITE INVESTIGATION AND LABORATORY TESTING Subsurface Exploration ................................................................................ 2 Laboratory Testing Program .........................................................................2 GEOLOGY Geologic Setting SiteStratigraphy ........................................................................................3 GEOTECHNICAL EVALUATION GeneralConclusions ...................................................................................3 CompressibleSoils .....................................................................................4 ExpansiveSoils... ....................................................................................... 4 Groundwater......................................................................................... .... 4 SeismicDesign Criteria ...................................................................................................... 4 Liquefaction....................................................................................................................... TemporarySlopes ......................................................................................5 GRADING AND EARTHWORK RECOMMENDATIONS General...................................................................................................5 Clearingand Grubbing.................................................................................5 Structural Improvement of Soils .....................................................................5 Transitions Between Cut & Fill ......................................................................6 Method and Criteria of Compaction.................................................................6 Placement of Oversized Rock ........................................................................6 Erosionand Siltation .......................................................... ......................... 7 Standard Grading Guidelines .........................................................................7 FOUNDATION AND SLAB RECOMMENDATIONS General................................................................................................... Conventional Foundations ............................................................................7 Conventional Slabs-on-Grade ........................................................................8 Settlement................................................................................................9 Presaturation of Slab Subgrade ......................................................................9 TABLE OF CONTENTS (continued) Subgrade Corrosion Evaluation ......................................................................9 Pavement.................................................................................................9 TrenchBackfill ....................................................... . ................................. 10 SurfaceDrainage .....................................................................................10 FoundationReview...................................................................................11 CLOSURE Limits of Investigation...............................................................................11 Additional Services...................................................................................12 FIGURES Figure 1 - Site Location Map Figure 2 - Plot Plan APPENDICES Appendix A - References Appendix B - Field Exploration Logs Appendix C - Laboratory Test Results INTRODUCTION General This report presents the findings and conclusions of a Geotechnicàl Investigation for the construction of a seafood restaurant and lounge to be located on the west side of Paseo Del Norte in Carlsbad, California. The Site Location Map, Figure 1, follows the text of this report. The investigation basically consisted of field reconnaissance and geologic mapping, subsurface exploration, laboratory testing and engineering/geological evaluation of the obtained information. Purpose The purpose of the investigation was to evaluate the surface and subsurface conditions of the proposed area of development and provide recommendations regarding design of suitable foundation systems for the proposed restaurant, along with other site development criteria. Scope of Services The following scope of services were conducted during the development of this report: 0 Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area; 0 Excavation of five (5) test pits within the limits of the proposed area of improvement. The test pits were logged by our Staff Engineer. A Plot Plan, Figure 2 indicates the approximate test pit locations. Detailed Exploration Logs are contained in Appendix B; 0 Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis; 0 S 0 Laboratory testing of samples representative of the soils encountered during the field investigation; 0 Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations; 0 Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the site improvement. King's Fish House and Lounge 0 Getechrucal Investigation 0 Carlsbad, California 0-Project No. 2001-14960 July, 2001 1 PROJECT BACKGROUND Site Description The subject site is an irregular-shaped lot located on the west side of Paseo Del Norte, in the City of Carlsbad, California. The project location is shown on Figure 1, Site Location Map. The site is vacant, relatively level and encompasses an area of approximately two (2) acres. Vegetation consisted of grass and few trees. The parcel is bordered by another vacant lot to the north, the Holiday Inn to the south, Paseo Del Norte to the east and Freeway 5 to the west. Proposed Development It is our understanding that the proposed construction consists of a seafood restaurant and lounge with associated parking areas and driveways. The building will be a single story, wood-framed structure with conventional foundations and slab-on-grade floors. The Plot Plan, Figure 2, provides a layout of the proposed improvement. SITE INVESTIGATION AND LABORATORY TESTING Subsurface Exploration The site investigation, consisting of surficial reconnaissance and subsurface exploration, was conducted on June 22, 2001. Subsurface exploration was conducted by test pits. The purpose of the test pits was to evaluate the condition of the soils in the proposed area of development. A total of five (5) test pits were completed to depths ranging from 6 to 10 feet below the existing ground surface. The test pits were logged in the field by the Staff Engineer. Representative samples were collected, sealed in moisture-resistant containers, and transported to the laboratory for subsequent testing. Detailed descriptions of the encountered subsurface materials are provided in the Site Stratigraphy section of this'report. The test pits locations are indicated on the Plot Plan, Figure 2. Appendix B contains the Field Exploration Logs. Laboratory Testing Program In addition to the field exploration, a laboratory testing program was conducted to establish the pertinent engineering characteristics of the foundation materials. The laboratory testing program included visual classification, particle size analysis, expansion index, corrosion, maximum dry density and optimum moisture content and R-value tests. All laboratory tests were performed in general accordance with applicable ASTM standard specifications or other accepted test methods. Appendix C provides a summary of test procedures and results. King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad, California 0 Project No. 2001-14960 July, 2001 2 GEOLOGY Geologic Setting The subject site is located within the southern portionof what is known as the Peninsular Ranges Geomorphic Province of California. The coastal areas of the province in Carlsbad are typically made up of Pleistocene marine terrace deposits ( Qm). Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. As such, all of the subsurface conditions may not be represented. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the Exploration Logs provided in Appendix B of this report. The following paragraphs provide general descriptions of the encountered soil types. Undocumented Fill Undocumented fill soils were observed in the exploratory holes and extended to a maximum depth of approximately 3 feet below existing grâde The fill consisted of light to dark brown clayey sand. The soils appeared, very moist and medium dense in consistency and contained some plastic and asphalt debris. Terrace Deposits (Qm) Pleistocene age marine terrace deposits were observed below the undocumented fill. The deposits consisted of light to dark brown, fine-grained, clayey sand and sandy clay with a thickness ranging between 2 and 4 feet. The moisture content ranged from moist to very moist and the materials were medium dense in consistency. Bay Point Formation (Qbp) The Bay Point Formation was found underlying the Terrace Deposits in all our test pits and generally consisted of light gray to light brown sandstone, which was medium dense to dense in consistency. GEOTECHNICAL EVALUATION General Conclusions Based on our investigation and evaluation of the collected information, we conclude that the proposed structural development is feasible from a geotechnical standpoint provided the recommendations contained in this report will be properly implemented during structural development. King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad, California 0 Project No. 2001-1496 0 July, 2001 3 It is our opinion that the building pad may be constructed using the on-site materials. In order to provide a uniform support for the structure, overexcavation and recompaction of the structural portions of the building pad will be required. The foundations may consist of reinforced continuous footings with conventional reinforced slabs. Recommendations and criteria for foundation design are contained in the Foundation and Slab Recommendations section of this report. Compressible Soils Our field observations and testing indicate low compressibility within the sedimentary bedrock that underlies the proposed building pad. However, loose to medium dense undocumented fill and terrace deposits were typically encountered to depths ranging from 2 to 5 feet below surface4 grades. Due to tfii potential for soil compression upon loading, remedial grading of these near- surface soils (including overexcavation and recompaction) will be required. Following implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low- settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork Recommendations section of this report.. Expansive Soils An Expansion Index test was performed on a clayey soil sample to evaluate volumetric change characteristics with change in moisture content. An Expansion Index of 86 indicates a medium potential for expansion from the soil sample tested. Groundwater Static groundwater was not encountered within the depths of our explorations. In general, it is anticipated that groundwater is generally greater than 60 feet below ground surface in the vicinity of the subject site. Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the existence of the Rose Canyon Fault Zone approximately seven (7) kin west of the subject site. Ground shaking from this fault and the other major active faults in the region is the most likely event affecting the site. The proposed building should be designed in accordance with seismic design requirements of the 1997 edition of the Uniform Building Code or the Structural Engineers Association of California using the following criteria: King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad. California 0 Project No. 2001-1496 0 July, 2001 4 Parameter Value 'UBC Reference Seismic Zone Factor, Z 0.4 Table 16-I Soil Profile Type SD Table 16-J Seismic Coefficient, Ca 0.44 Table 16-Q Seismic Coefficient, Cv 0.70 Table 16-R Near-Source Factor, Na 1.0 Table 16-S Near-Source Factor, Nv 1.1 Table 16-T Seismic Source B Table 16-U Liquefaction Based on the absence of shallow groundwater and consistency of the underlying sandstone of the Bay Point Formation, it is our opinion that the potential for liquefaction is very low. Temporary Slopes For the excavation of foundation or utility trenches, temporary vertical cuts to a maximum of 4 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (hor. to vert) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. GRADING AND EARTHWORK RECOMMENDATIONS General Based upon our understanding of the preliminary plans and the information obtained during the field investigation, we anticipate that structures will be founded on continuous footings, which are supported entirely by properly compacted fill. The following grading and earthwork recommendations are based upon the geotechnical investigation performed, and should be verified during construction by our field representative. Clearing and Grubbing All areas to be graded or to receive fill and/or structures should be cleared of vegetation. Vegetation and the debris from the clearing operations should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the inception of, or during grading. All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad, California 0 Project No. 2001-1496 0 July, 2001 5 Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose to medium dense undocumented fill and terrace deposits underlie the proposed building pad. These loose soils are susceptible to settlement upon loading. Based upon the soil characteristics, we recommend the following:. All undocumented fill, buried construction debris and loose terrace deposits should be completely removed from areas, which are planned to receive compacted fills and/or structural improvements. The bottom of the removal area should expose competent materials as approved by TESD geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of 6 inches, moisture-conditioned from 0 to 2 percent above the optimum moisture content, and then recompacted-to at least 90 percent relative compaction (ASTM D-1557 test method). Overexcavation should be completed for the structural building pad to a minimum depth of 5 feet below existing grade or 3 feet below the bottom of the proposed footinjs, whichever is greater. The limit of the required area of overexcavation should b extended a minimum of 5 feet laterally beyond the perimeter footing (buildin 1 footprint). Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of TESD. For non-structural areas, such as driveways and parking areas, we also recommend scarification and recompaction to a depth of one-foot below existing grade or one foot below proposed subgrade, whichever is greater. Transitions Between Cut and Fill Proposed structures are anticipated to be founded entirely in properly compacted fill. Cut to fill transitions below the proposed structures should be completely eliminated during the earthwork construction. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned at least 2 to 3 percent over the optimum moisture content and recompacted to a minimum of 90 percent relative compaction per ASTM test method D-1557. King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad, California 0 Project No. 2001-1496 0 July, 2001 6 The on-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by TESD prior to delivery to the site. Care should be taken to ensure that these. soils are not detrimentally expansive. Placement of Oversized Rock All materials for capping the structural building pads should be free of rocks and debris in excess of 3-inch dimension. Select fill should extend a minimum of 5 feet laterally outside the structural footprint. Material up to 12-inch dimension may be placed between 3 and 10 feet from finish grades, but must remain at least 10 feet laterally from the face of permanent slopes and should also not be placed within the alignment of proposed utilities. Erosion and Siltation Due to the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, sandbags, siltation basins, positive surface grades, or other method to avoid damage to the finish work or adjoining properties. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the Uniform Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. FOUNDATION AND SLAB RECOMMENDATIONS General The foundation design recommendations herein are "minimums"- in keeping with the current standard-of-practice. They do not preclude more restrictive criteria of the governing agencies or structural considerations. The Structural Engineer should evaluate the foundation configurations and reinforcement requirements for structural loading, concrete shrinkage and temperature stresses. All design and site development criteria should conform to the minimum design requirements provided in the current edition of the Uniform Building Code (UBC). King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad. Cahtbrnia 0 Project No. 2001-1496 0 July, 2001 7 Conventional Foundations Conventional continuous footings are suitable for support of the planned restaurant and lounge. Footings for the structures should be founded entirely in properly compacted fill soil. The footing .dimensions, reinforcement, and other structural criteria presented below are based on geotechnical considerations and are not intended to be in lieu of requirements of the Structural Engineer. Footing Dimensions Exterior footings for the single story structure should be embedded a minimum of 24 inches below the lowest adjacent grade and have a minimum width of 15 inches. Excavations should be trimmed "neat", square and level, with no loose debris prior to concrete placement. Interior footings should be embedded a minimum of 18 inches at a minimum width of 15 inches. Reinforcement It is recommended that all exterior footings be reinforced with a minimum of four No. 5 steel reinforcing bars placed horizontally in the footing, two near the top and the other two near the bottom. Interior footings should be similarly reinforced with four No. 4 rebars. The above reinforcement is based on soil characteristics and is not intended to supersede requirements of the structural engineer. Allowable Bearing Capacity A soil bearing pressure of 2500 psf may be utilized for continuous footings founded a minimum of 24 inches below the lowest adjacent grade in properly compacted fill. The soil bearing pressure may be increased by 140 psf for each additional foot of depth to a maximum of 3,000 psf. Another one-third increase is allowed for load combinations, including wind or seismic loads. Lateral Earth Resistance Lateral loads against foundations or retaining structures may be resisted by friction between the bottom of the footing and the supporting soil. An allowable friction coefficient of 0.25 may be utilized in the foundation design. Alternatively, an allowable passive earth pressure of 130 psf/ft (130 pcf EFP) may be used. In order to utilize the given values, footings must be poured "tight" against competent soils. Should frictional resistance and passive pressure be used conjunctively, the passive pressure value should be reduced by one-half. A one-third increase in the lateral resistance may be considered for transient loads (wind/seismic). Conventional Slabs-on-Grade Conventional interior slabs should be a minimum 4 inches thick. The slabs should be underlain by a moisture barrier consisting of a minimum of 2 inches of clean sand and 10-mil visqueen King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad, California 0 Project No. 2001-14960 July, 2001 8 sheet. The concrete slabs should be further underlain (below visqueen) by a minimum 4-inch thick layer of free-draining coarse sand, gravel or crushed rock. Reinforcement should consist of a minimum No. 3 rebar on 12-inch centers. Reinforcement should be located at or slightly above mid-height within the slab section. Reinforcement for actual loading conditions should be recommended by the structural engineer. Settlement Settlement of compacted fill is normal and should be anticipated. Because of the minor thickness of the supporting fill soils and the light building load, the settlement should be within acceptable limits. Presaturation of Slab Subgrade Due to the medium potential for expansion of the surficial soils at this site, pre-soaking to a minimum depth of 18 inches of the subgrade for 24 hours prior to concrete placement is recommended. Subgrade Corrosion Evaluation Soluble sulfate and chloride tests were performed on a select sample of the fill soils to evaluate their degree of corrosion with regard to concrete and normal grade steel. The test results are presented in Appendix C. Based upon the corrosion test results, we recommend Type II Portland Cement for construction with a water-cement ratio no greater than 0.50 and a minimum concrete strength of 4000 psi. For standard 6 sacks of cement per cubic yard and two inches of concrete cover over steel, the estimated time to corrosion of reinforced concrete substructures is 60 years based on California Test Method 532. Pavements The following presents preliminary recommendations for flexible asphalt and rigid concrete pavements. At the completion of rough grading, additional R-value tests should be performed for final pavement section recommendations. The pavement section requirements have been prepared based on our evaluation of the on-site soils and standard pavement design procedures. The recommendations are not intended to supersede stricter requirements posed by the jurisdictional agency. Asphalt Pavements (AC) Based on the R-value test result of 11 and the assumed Traffic Indexes, we recommend the following pavement sections: King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad. California 0 Project No. 2001-1496 0 July, 2001 9 Traffic Index Recommended Pavement Section Comments 5.0 3.0" AC on 9.0" Class 2 AB Driveway/Parking 6.0 4.0" AC on 10.5" Class 2 AB Truck Parking The subgrade soils for the proposed driveways and parking should be scarified to a minimum depth of 12 inches, moisture-conditioned within 2 percent of optimum, and recompacted to at least 90 percent of the Maximum Dry Density per ASTM D-1557. The aggregate base (AB) should be compacted to a minimum of 95 percent relative compaction (ASTM 1557) and should be in conformance with the materials criteria as set forth in Section 26 of the current Caltrans Standard Specifications. Concrete Pavements (PCC) Where rigid concrete pavements are planned to support light vehicular traffic, the following minimum sections are recommended: Traffic Index Recommended Pavement Section Comments 5.0 5.0" PCC on 4.0" Class 2 AB Driveway/Parking 6.0 6.0" PCC on 4.0" Class 2 AB Truck Parking Compaction of the subgrade soil should be conducted as specified for Asphalt Pavements, above. PCC Pavement should be minimum 3,500 psi concrete. It is recommended that steel reinforcement be provided for the truckbay, which will sustain heavy impact loading. As .a minimum for such slabs, we recommend number 3 deformed rebar placed on 16-inch centers each ,-.-.--.---.-.---.--.------.--------. ._v._ _-.-.---.-.-- way. PTa-cement control/expansion joints, andäy reinforcement should be in nforznance with ACI specifications and the Structural Engineer's design. Trench Backfill Trench excavations, for utility lines, which extend under structural areas should be properly backflhled and compacted. Utilities should be properly bedded and backfllled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for both vertical and lateral pipe supports. The remainder of the backfill may be typical on-site soil or low-expansive import, which should be placed near optimum moisture content in, lifts not exceeding 8 inches in thickness and mechanically compacted to a least 90 percent relative compaction. Surface Drainage Irrigation and drainage at this site should be designed to maintain the current subsurface moisture regime in a state of relative natural equilibrium. Drainage in hardscape areas adjacent to structures should be designed to collect and direct surface waters away from the proposed King's Fish House and Lounge 0 Getechnical lnvestiggtion 0 Carlsbad, California 0 Project No. 2001-1496 0 July, 2001 10 structures at a recommended minimum gradient of 1 percent. The drainage should be directed to approved drainage facilities. For earth areas, positive drainage with a minimum gradient of 5 percent away from all structures should be provided and maintained for a distance of at least 5 feet to reduce saturation of foundation soils. Earth swales should have a minimum gradient of 2 percent should be directed toward approved drainage receptors. Drainage patterns approved at the time of grading should be maintained throughout the life of the development. Foundation Review Foundation excavations should be reviewed by TESD prior to the placement of forms, reinforcement, or concrete for conformance with the intentions of this investigation. CLOSURE Limits of Investigation Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report; This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and Testing Engineers- San Diego, Inc. The samples taken and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between test pits and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of TESD and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of three years. King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad, California 0 Project No. 2001-14960 July, 2001 11 Additional Services The review of plans and specifications, field observations and testing under our direction is an integral part of the recommendations made in this report. If Testing Engineers-San Diego is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. * *** * * ** Testing Engineers-San Diego, Inc. King's Fish House and Lounge 0 Getechnical Investigation 0 Carlsbad, California 0 Project No. 2001-1496 0 July, 2001 12 Bonilla, M.G., 1970, Surface Faulting and Related Effects, in Wiegel, R. L., Earthquake Engineering, Prentice-Hall, Englewood Cliffs, p. 47-74. Bowles, J.E., 1977, Foundation Analysis and Design: New York, NY, McGraw-Hill, 750 P. Hunt, R.E., 1986, Geotechnical Engineering Investigation Manual, New York, NY, McGraw-Hill, 983 p. Hunt, R.E., 1984, Geotechnical Engineering Techniques and Practices, New York, NY, McGraw-Hill, 729 p. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Map No. 6, Scale 1:750,000. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California, 1975, California Division of Mines and Geology, Bulletin 200. Testing Engineers-San Diego, Inc. 7/18/2000, Geotechnical Investigation, Proposed 12- inch Water Main, Paseo Del Norte, Carlsbad, California. Uniform Building Code, 1997 Edition: Whittier, CA, International Conference of Building Officials, 3 Volumes. Wesnousky, S.G., 1986, Earthquakes, Quaternary Faults, and Seismic Hazard in California, Journal of Geophysical Research, Vol. 91, No. B12, pp. 2587-2631. Winterkorn, H.F., and Fang, H.Y., 1976, Foundation Engineering Handbook: New York, NY, Van Nostrand Reinhold, 751 p. SAMPLE IDENTIFICATION The Unified Soil Classification System is used to identify the soil unless otherwise noted. SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split-spoon. Qu: Unconfined compressive strength, tsf. Qp: Penetrometer value, unconfined compressive strength, tsf. Mc: Water content, %. LL: Liquid limit, %. P1: Plasticity index, %. DD: Natural dry density, PCF. V : Apparent groundwater level at time noted after completion. DRILLING AND SAMPLING SYMBOLS CAL: Modified California Sampler - 2 5/8" I.D., 3.0" O.D., except where noted. SS: Split-Spoon - 13/8" I.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. WS: Washed Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION TERM (NON-COHESIVE SOILS) Very Loose Loose Medium Dense. Dense Very Dense TERM (COHESIVE SOILS) STANDARD PENETRATION RESISTANCE (SF!') 0 to 4 41010 11 to 30 31 to 50 Over 50 SPT QU - (TSF) Very Soft Soft Medium Stiff Stiff Very Stiff Hard 0 to 2 2 to 4 4. to 8 8. to 16 16 to 32 Over 32 o -0.25 0.25 -0.50 0.50-1.00 1.00 -2.00 2.00-4.00 4.00+ PARTICLE SIZE Boulders 8 in. + Coarse Sand 5mm-0.6mm Silt 0.074 mm-0.005mm Cobbles 8 in -3.in Medium Sand 0.6mm-0.2mm Clay - 0.005mm Gravel 3 in -5mm Fine Sand 0.2mm-0.074mm Testing Engineers - San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 920111 Tel (858) 715-5800 Fax (858) 715-5810 LOG OF TEST PIT PROJECT NAME: Kings Fish House & Lounge PROJECT NO: 2001 -1496 DATE OBSERVED: 6/22/01 METHOD OF EXCAVATION: LOGGED BY: CM GROUND ELEVATION: N/A LOCATION: See map DEPTH UNO BULK MOIST. - TEST PIT NO.: I (FEET) CLASS N SAMPLE SAMPLE CONT. DO DESCRIPTION SOIL TEST Undocumented Fill: Clayey sand, light brown, damp, SC loose to medium dense. Contains asphalt and plastic debris @ 1 ft. becomes damp to moist, firm to stiff, encounter SC >'< 11.1 pieces of asphalt at 2 ft. Terrace Deposit: Clayey sand, light gray brown, - damp, dense, blocky, mottled iron staining. © 5 ft. becomes moist to very moist, have some Caliche nodules. SM >c( Bay Point Formation: Sandstone, light gray to brown, damp, medium dense to dense, fine grained, massive, 10 - blocky, weakly cemented, iron staining. Friable. Terminated @ 10.0' NoGW No Caving 15 - LOGGED BY: CM GROUND ELEVATION: N/A LOCATION: See Map TESTPIT NO.: SC - Undocumented _Fill: Clayey sand, light brown, dry to damp, loose. Blbcky,flne grained, containing rootlets upper 6". L7.5103.6 SC Some plastic debris and Chunks of asphalt. Terrace Deposit Clayey sand, light brown, damp, dense - SM \ becomes very dense at.-2', fine grained. Blocky, slightlyporous. Bay _Point _Formation: Sandstone, light brown, damp, \ medium dense, fine grained, @ - 5.5'. Encounter \ abandoned subdrain (10" PVC pipe), 3/4" angular rock \ beddingbelow. 10 - Terminated © 6.0' NoGW No Caving 15 - Test Pit Logs Testing Engineers - San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 920111 Tel (858) 715-5800 Fax (858) 715-5810 LOG OF TEST PIT PROJECT NAME Kings Fish House & Lounge PROJECT NO: 0011496 DATE OBSERVED: 6/2212001 METHOD OF EXCAVATION: LOGGED BY: CM GROUND ELEVATION: N/A LOCATION: Paseo Del Norte, Carlsbad, CA DEPTH UND BULK MOIST. - TEST PIT NO.: 3 (FEET) CLASS N SAMPLE SAMPLE CONT. Do DESCRIPTION SOIL TEST (II) - Sc Undocumented Fill: Clayey sand, brown, moist, loose to medium dense. SC/CL r11.7 Terrace Deposit: Clayey sand /.sand clay, light gray brown, )( 119.3 moist to very moist, medium dense, some Caliché nodules and iron staining. 5— Bay Point Formation: Sandstone, light gray to brown, SM damp, medium dense to dense, tine grained, massive, blocky, friable, weakly cemented, Iron staining. >( 10— -- Terminated © 10.0' NoGW No Caving 15 - LOGGED BY: CM GROUND ELEVATION: N/A LOCATION: See Map TEST PIT NO.: 4 SC - Undocumented Fill: Clayey sand, light brown, damp, loose Sc Terrace Deposit: Clayey sand, light gray to 16.7 112.1 brown, moist to very moist, medium dense to dense, nodules of Caliche 5— SM - Bay Point Formation: Sandstone, light gray to brown, medium dense, fine grained, blocky, friable, weakly cemented, iron staining. 10 - Terminated © 9.0' NoGW No Caving 15 - Test Pit Logs Testing Engineers - San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 920111 Tel (858) 715-5800 Fax (858) 715-5810 LOG OF TEST PIT PROJECT NAME: Kings Fish House & Lounge PROJECT NO:. 2001-1496 DATE OBSERVED: 06/2212001 METHOD OF EXCAVATION: LOGGED BY: CM GROUND ELEVATION: N/A LOCATION: Paseo Del Norte, Carlsbad, CA DEPTH UND BULK MOIST. TEST PIT NO.: 5 (FEET) I CLASS N I SAMPLE SAMPLE CONT. DO DESCRIPTION SOIL TEST SC Undocumented Fill: Clayey sand, brown, damp, loose, SM fine grained, organics in upper 6". @ 1' becomes Silty sand, light brown, damp, loose to medium dense, fine to medium grained. SC Terrace Deposit: Clayey sand, light gray to - brown, damp, medium dense to dense, contains minor rootlets © contact. Blocky, becomes moist © 5' • \ encounter nodules of Caliche. becomes blocky, damp, dense, mottled. Bay Point Formation: Sandstone, light gray to brown, damp, dense, fine grained, blocky, friable, massive - SM \. '\ iron staining. 15 Terminated © 9.0' NoGW No Caving LOGGED BY: GROUND ELEVATION: N/A LOCATION: TEST PIT NO.: 5—. 10 - 15 - Test PL Logs LABORATORY TESTING Laboratory tests were performed on representative soil samples to determine their relative engineering properties. Tests were performed in accordance with test methods of the American Society for Testing Materials (ASTM) or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil -Classification System (USCS). Visual classifications were supplemented by laboratory testing of selected samples in accordance with ASTM D-2487. The soil classifications are shown on the Exploration Logs, Appendix B. Maximum Dry Density/Optimum Moisture Content The laboratory maximum dry density and optimum moisture content of selected samples was determined in accordance with ASTM D-1557, Method A. The test results are provided in the following tables. Particle Size Analysis Particle size analyses were performed on selected representative samples in accordance with ASTM D-422. The results are provided in the following tables. Expansion Index Expansion Index tests were performed on representative samples of the near-surface soils. Samples were remolded and surcharged to 144 pounds per square foot in accordance with the Uniform Building Code Standard No. 18-2. The test results are summarized in the following tables. Direct Shear In order to determine the fill soil parameters, a direct shear test was performed on a remolded ring sample in accordance with ASTM D 3080. The test results are provided in the following tables. Soil Corrosivity Soluble sulfate, chloride, resistivity and pH tests were performed in accordance with California Test Methods 643, 417 and 422 to assess the degree of corrosivity of the subgrade soils with regard to concrete and normal grade steel. The test results are provided in the following tables. R-value An R-value test was performed on a sample of the fill soil according to California Test Method 301 and was used to evaluate pavement sections. The test result is provided in the following tables.