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Highway 79S Geotechnical
��_ Qp V�D REVtEWEp e ECULq PACIFIC 801L8 ENGINEERINO, INC. 10653 PqO�F1ESS WAY,P.O.80X 2249, CYPRESS,CAUFORNIA 90630 DE C TELEPFIONE:(71!)220-0770. FAX:(714)220-9589 y� �An� (Capora�s 1.kaaquyrtersl 1 JJ Ar PROVqI OF FC�R.OR ANY����ALL�ipT�Cp��UED TO B��p �TATE OR L��WS 1�i G�C�&��TION OF141YY OF THE PROVlS�OF CASTII.LO COMPANY,INC. <<t+'r o��,�" ��G��E �sa��.c�yE� P.O. Box 21087 Phoenix, AZ 85036-1087 Work Order 102233 Attention: Mr. Todd M. Skoro Project Manager Subject: EXECUTIVE SU1VII11ARY LIl1�i1TED GEOTECHNICAL IIVVESTIGATION AND LII�ilTED SITE SELSMICITY STIJDY - NEC State H"ighway 79 and Margarita Road CITY OF TEMECULA, CALIFOItNIA C'ientlemen: Presented herein are the re�wlts of a field investigation into the subject site conducted by Pacific Soiis Engineering, Inc. It appears that the site is overlain with alluvial materials that are comprised of sands mostly with gavels, silts and gravel. Bedrock was encountered in exploratory boring(B-5)at a deQth of 43 ft. below existing grades. Ground water was encountered approximately at 22 ft. below existing grades. A consolidation-susceph�le silty/clayey layer was encountered at a depth of 10 ft. to 15 ft., � approximately below the footprint of the proposed Lucky Market structure(Building Pad A). The potential for gross instability due to liquefaction is considered to be low, however, some isolated layers of loose sand, below ground water, may be subject to liquefaction in case of a lazge earthquake event on the near-by Elsinore-Wildomar fauit zone. The recommended removals within the paridng and driveway areas are anticipated to be minimal. It is recommended that the upper(10)to fifteen(15) ft. of soils below the footprint of the proposed Building Pad A be removed and repiaced as compacted fill. The removal depth is ir►tended to improve the soft silt/clay layer to reduce the potential for total and differential settlement. LOS ANGELES COUNTY RIVERSIDE COUNTY SAN DIEGO COUNTY SOUT►{ORANGE COUMTY TEL:(310)325J272 or(2t3)775-6771 TEL:�774�358-0154 TEL:(619J 560-17/3 TEL:(774)730-2122 FAX:(714)220-9589 FAX (714�359-0592 FAX:f619)560-0360 FAX:(714)730-Si9i May 3, 1996 Page 2 Executive Summary Work Order 102233 The depths of removals for Building Pads C, D& E may be limited to five(5) ft. below existing gades with the resulting void backfilled with compacted fill materials. The removals and reptacement with engineered compacted fill are designed to create a compacted fill blankets below the building pads. The compacted fill blankets are intended to reduce the adverse effects associated with the liquefaction of isolated loose sand lenses below the ground water table. We wish to thank you for providing Pacific Soils Engineering, Inc. the opportunity to be of service to you, your organization and your clients. Should you have any questions, please do not hesitate to contact us at (714) 220-0770. Respextfully submitted, PACIFIC SOILS ENGINEERING, INC. Reviewed by: By: ' � AM J. AL .D. GE 2172 J S B. CASTL S/RGE 192 RCE 42518/Reg. Exp.: 3-31-00 30280/Reg. Exp.: 3-31-00 Director of Foundation Engineering hief Operations Officer AJA:JBC:1223 30003.SAM Q�,pFEssto,� � � �� ��'�y � fla O�E 2i7s � � E�p.i�1-00 � �! �Of CN1.� PACIFIC SOILS ENOINEERING, INC. PACIPIC SOIL,S EN�INEEFi1N0, INC. 10653 PROGRESS WAY,P.O.BOX 2249, CYPRESS,CAUFORNIA 90630 TEIEPHONE:(714)220-0770. FAX:(714)220-9589 (Corporate Headquarters) CASTII.LO COMPANY, INC. May 3, 1995 P.O. Box 21087 Phoenix, AZ 85436-1087 Work Order 102233 Attention: Mr. Todd M. Skoro, Project Manager Subject: LIMITED GEOTECHNICAL INVESTIGATION AND LIlI�IITED SITE SEISMICITY STUDY NEC State H'ighway 79 and Margarita Road " CTTY OF TEMECULA, CALIFOItNIA Gentlemen: Pursuant to your authorization, Pacific Soils Engineering, Inc. (pSE)has conducted a geotechnical investigation and a limited seismicity study for the subject site. The focus of the geotechnical investigation was to examine the shallow soil conditions as they may affect� design and construction of the proposed developmert. Presented herein are the results of our field investigation, laboratory test results, record search, timited seismicity study and conclusions and recommendations for pertinent geotechnical design parameters to be used in the design and construct�on of the proposed improvements. PRESENT SiTE CONDITIONS AND PROPOSED DEVELOPMENT The approximate location of the subject site is shown on the attached Figure 1. The subject site is depicted on the accompanying sketch(Figure 1), prepare�f by Robert Bein, William Frost& Associates(undated, Job No. 400982). The plan displays the existing site conditions and topogaphy. As shown, the site is approximately rectangular in shape, on the order of 15.0 acres in area, and is located at the northeasterly corner of the intersectioa of State H'ighway 79 and Margarita Road, in the City of Temecula, Riverside County, California. The site is essentially flat with some vegetatioa and loose soils at various locations. The unimproved site appears to be draining towards the southwest. lOS ANGELES COUNTY RIVERSIDE COUNTY SAN DIEGO COUNTY TEL:(310)325-7272 or(213)775-6771 7EL (714)358-0154 ��H ORANGE COUHTY FAX (7i4)220-9589 7EL(619�560-1713 TEL(774)730-2722 FAX�(774�358-0592 FAX�'6�91 560-0380 FA X�:7'a'�"i!`-S i o• May 3, 1996 Page 2 Work Order 102233 The proposed development is to include a total of five(5)building pads, one of which is approadmately 65,000 square foot in area and is to be used as a Lucky Market. A second pad is to be approximately 17,000 square foot in area and wilt be used as a Sav-On Drug store while the others will range from 3,500 square foot to 10,200 square foot in area and are to be used for various retail and fast food services with associated parking areas, driveways, walkways and landscaping areas. The proposed Lucky and Sav-On structures are to consist of steel bar joist and steel�eck roof structure, steel columns, masonry exterior walls and a concrete slab-on-grade. Structural loads are anticipated to be on the order of 90 kips for column loads and 3.5 kips per lineal foot for continuous footings. Structural design parameters for the structures to be constructed within the limiis of the remainder of the site are not known yet, however, they are assumed to be on the same order as those indicated above. FIELD iNVESTIGATION AND LABORATORY TESTIl�TG As stated in our memorandum dated Mazch 29, 1996, during the initiation of the study for the subject site, it becarne apparent that the subject site is in close proximity to the Elsinore-Wildomar fault zone. In reviewing available public records, it was determined that the anticipated depth to groundwater was on the order of 20 ft. below existing grades. As such, due to the high caving potential and to collect SPT data below the groundwater level, the field work plan was changed. A truck mounted, hollow stem auger drill rig was used to drill the exploratory borings instead of a bucket auger drill rig. This firm's field investigation cansisted of the excavation, logging and sampling of twenty-one (21) exploratory borings. The field investigation inc(uded the drilling, logging and sampling of exploratory borings within each of the proposed building pads as well as the parking lot. A total of six (6) exploratory borings(B-4 through B-9, inclusive) were drilled within Building Pad A (Lucky Market). In addition, four(4)expioratory horings (B-11, B-12, B-15, and B-16)were drilled within Building Pad D (Sav-On Drugs), two (2) exploratory borings(B-2 and B-3) within Building Pad B and one (1) exploratory boring was drilled within each of Building Pads C (B-1) PACIFIC SOI�.S ENCi1NEERINO, INC. May 3, 1996 Page 3 Work Order 102233 and E(B-10). The majority of the exploratory borings were drilled to a depth of 25 ft. below existing grade, however, exploratory borings B-5 (Building Pad A) and B-12(Building Pad D) were drilled to a depth of 50 ft., each. In addition, seven ('n exploratory borings(B-13, B-14, and B-17 through B-21)were drilled within the parking area to a depth of 10 ft. below existing grade, each. The eacploratory borings were logged by a staff engineer during the field investigation. The soils encountered were classified using visual and tactile methods and representative bulk and "undisturbed" ring samples were collected at selected intervals. Logs of the exploratory boring are presented herein, Plates A-1 through A-23. LABORATORY TESTING The relatively "undisturbed" samples were obtained utilizing a split spoon sampler lined with brass rings, each one 1 inch in height by 2.42 inches average inside diameter. Samples were retained in the rings, placed in airtight containers and transported to our laboratory for testing. Bullc samples representative of the shallow on-site soils were also obtained and transported to our laboratory for testing. Laboratory tests conducted by PSE, included in-situ unit dry weights and moisture contents, maximum dry densities and optimum moisture contents of representative bulk samples, grain size analyses, expansion indices, R-va(ue, shear strength, and consolidation characteristic detemunations. Brief descriptions of the laboratory testing procedures are presented below: • In-situ unit weights and moisture contents were deternuned for each "undisturbed" ring sample. Test results are presented on the Log of Borings(Plates A 1 through A-23). • Laboratory maximum density and optimum moisture content were deternuned for a selected bulk sample in accordance with ASTM Test Method D-1557-91. Test results are presented in Table I. PACIFIC SOILS ENOINEEFi1N0. INC. May 3, 1996 Page 4 Work Order 102233 • Hydrometer tests were ptrformed on the Minus No. 10 fraction of selected bulk samptes to determine their grain siu distribution to aid in soil classification. Tests resutts are presented in Table I. • Expansive soil characteristics were detern�ined for selected butk samples in accordance with the Uniform Building Code Expansion Index Test(LJBC Standard 29-2). Test results are presented in Table I. • A bulk sample of the near-surface soils was tested in accordance with Califomia Test Method 301 to deternune its R-value; a measure of pavement support characteristics. The test resutt is presented in Table I. • Shear strength parameters were determined by direct shear tests on relatively "undisturbed" ring samples and on portions of hulk samples remolded to 90 percent of the laboratory maximum density. Prior to testing, the samples were allowed to soak in a confined state for a minimum of 24 hours. During the tests, the samples were subjected to single direct shear at a constant shearing rate of 0.05 inches per minute. The applied stress was varied to simulate a variation in overburden pressures. Shear test results are plotted on Plates B-1 through B-4 and are summarized in Table I. • Consolidation tests were performed on selected "undisturbed" ring samples to deternune settfement characteristics under increasing loads and with the introduction of water. The samples were loaded at their natival moisture content, incrementally, to a vertical confining pressure approximately equivalent to their existing overburden pressure. At that load, water was introduced and the samples were allowed to saturate. Incremental loading was then continued to 4 tons per square foot, after which rebound characteristics were determined. Consolidation test results are plotted on Plates C-1 through C-5. • The electrical resistivity of selected bulk samples was deternuned and a summary is presented in Table I. In addition, selected bulk samples were analyzed (by others) for the presence of sulfates and resistivity thai may be harmful to normal concrete or other materials used for PACIFIC SOIL8 ENOINEEFi1NCi, INC. May 3, 1996 Page 5 Work Order 102233 construction. These test results are presente�on the attached Orange Coast Analytical, Inc., report(Plates D-1 through D-5)and are summarized in Table I. GEOTECHNICAL CONSIDERATIONS Based on the information presented in the logs of exploratory borings, with the exception of exploratory boring B-15, alluvia!materials were encountered at the surface to the depths. Four (4)ft. of fill materials were encountered at the surface in exploratory boring B-15. The fill materials appear to be derived from on-site materials. Alluvial materials were encountered to the depths explored, with the exception of exploratory boring B-S. Bedrock materials, classified as Pauba Formation materials, were encountered at a depth of 43 ft. below the surface in exploratory boring B-5. Ground water was encountered at depths ranging from 18.5 ft. to 23.5 ft. below existing grades. Based on the surface elevations of the exploratory borings, it appears that ground water is at approximate elevation 1033 above MSL, on average, during the field 'urvestigatioa The alluvial materials were generally sandy in nature with some silt and clay fractions and some isolated silt and clay lenses. The alluvial materials were field ciassified as medium dense to dense with some isolated toose sand lenses and/or layers. In-situ dry density data, blow count data, and SPT data collected in locations below ground water, appear to confirm the density/consistency field classification of the alluvial materials. A review of the exploratory boring logs indicates that a silty layer was encountered at a depth of 10 to 15 ft. in exploratory borings B-5 through B-9. Based on the results of consolidation tests conducted on samples collected from exploratory borings B-5 and B-7 at a depth of 10 ft., it is our opinion that this silty layer may possess a high potential for tota! and differential settlement depending on the amount of fill that is to be placed in the vicinity. Exploratory borings B-5 through B-9 were drilled within the footprint of the proposed Lucky Market building. To reduce the potential for total and differential settlement, the silty layer should be removed and replaced as compacted fill. PACIFIC SOILS ENOINEERINO. INC. May 3, 1996 Page 6 Work Order 102233 SUMMARY OF THE SEISMIC AAZARD REVIEW A detailed seismic hazard review is presented in the appendix portion of this transmittal. A swnmary of the seismic hazard rtview is presented herein. Accelerntion A deterministic analysis of the larger of two horizontal components of hypothetical acceleration (seemingly most consistent with recently measured Landers and Northridge accelerations)yielded .72g for a "maximum probable" event and .99g for a "maximum credible" event. A probabilistic analyses was compiled using the computer code FRISK89. The analyses indicated that a 0.53g can be considered as the mean hocizontal acceleration that hypothetically has a UBC-consisterrt 10 percent chance of being excceded in 50 years(the equivalent of a 475-year average return period) according to generally accepted probabilistic (stadstical) approach. Plate II depicts "Probability of Exceedence vs. Acceleration". Ground Ruoture Although tectonic ground rupture cannot be entirely ruled out owing to proximity of elements of the Elsinore fault zone, the potential for tectorric ground rupture within the limits of the proposed development as a result of seismic events on the aforementioned faults is considered low. Liauefactian Based on the our analyses, it appears that the potential for gross on-site instability due to liquefaction is very low. However, it appears that local lenses of sandy, loose soils, below ground water may be subject to Gquefaction, in the event of a large earthquake event that would generate large on-site accelerations. Dvnamic Settlement As stated above, large on-site accelerations may result in the liquefaction of isolated, lenses and or layers of the saturated, loose, sandy deposits. Liquefaction of these lenses may cause small, local PACIFIC SOILS ENOINEEAINO, INC. May 3, 1996 Page 7 Work Order 102233 settlements, on the order of%2 to 1 inch. As such, some remedial measures should be unde�talcen to reduce the adverse effects associated with the dynamic settlement potential. GONCLUSIONS AND RECOMMENDATIONS Based upon a review of the plot plan, field investigation, rocords search, laboratory test results and geotechnical analyses; proposed improvements for the site are feasible from a geotechnical viewpoint provided the following recommendations are included in the design and construction of the development. _ A. General 1. Earthquakes have occurred in the southern Califonua area and will, undoubtedly, occur in the futwe. Proposed structures should be designed and constructed incorporating applicable local standards regarding seismic design criteria. 2. Ground water was encoutrtered in all exploratory borings drilled deeper than 20 ft. Ground water elevation is on the order of 1033 above MSL at the time of the field investigation. 3. Bedrock materials were encountered in one dcep exploratory boring(B-S). Bedrock is not anticipated to be a factor in the grading and the development of the subject site. 4. Large on-site laterat forces, as a result of large earthquake events, are possibie, due to the proximity of the site to regionally recognized faults. The probability of gross instability due to liquefaction is considered to be low. However, some isolated, locatized lenses and zones of saturated loose sandy soils may be subject to liquefaction_ Due to the considerable depth of ground water, surficial manifestation of the liquefaction of small isolated, deep lenses, are expected to be in the form of small deformations. B. Site Ciearing and Preaaration 1. Precautions should be taken during the performance of all work under the following Sections (B, C, D, E, F, and G), at all times, to protect the work site, particularly excavated ueas, from flooding, ponding and inundation due to poor or improper PACIFIC SOILS ENOINEERINO, INC. May 3, 1996 Page 8 Work Order 102233 temporary surFace drainage. During periods of impending inclement weather, temporary provisions should be made to adequately direct surface drainage from all sources away from and off the work site and to provide adequate pumps and sumps to handle any flows into the excavations. 2. All site preparation as indicated below should be perforrned under the periodic observation of the project Geotechnical Engineer. 3. Prior to the start of the required earthwork and grading, all vegetation, debris, trash and other deleterious materials should be removed and wasted of-site. 4. Any pipeiines or conduits within graded areas which may be encountered should either be relocated, or be cut and plugged according to the applicable Code requirements but not less than ten(10) feet outside the perimeter of the proposed constivction area, or as property line considerations dictate. Non-reinforced concrete or clay pipes may be crushed in-place and incorporated in the fill. C. Qverexcavation. Recompaction und Fill Placement 1. After approval of the site clearing and removals, the upper shallow soils should be removed to expose the underlying fum natural materials. The depths of removal should be a minimum of 15 ft. below existing gades for Building Pads A(Lucky Market). The depth of removals for the remainder of the building structures should be a rninimum of 5 ft. The removals should extend to i minimum of 10 ft, outside the perimeter footings of the proposed structures. wthin the parking and driveway areas, removals may be reduced to 2 ft. below existing grades. Deeper removals may be nceded, depending on conditions encountered in the field The removals are intended to remove the consolidation sensitive silty soils underlying the proposed location of Building Pad A, while the removals below the remainder of the building structures are intended to create a uniform compacted fill pad that would reduce the adverse effects of dynamic settlement associated with the liquefaction of small lenses of saturated, loose, sandy soils at depth. PACIFIC 801L8 ENOINEERiNO, INC. � May 3, 1996 Page 9 Work Order 102233 2. ARer approval of the overexcavation and prior to placement of any compactod fill materials, the exposed stripped ground surface and the bottoms of all excavate� areas which are to receive fill should be scarifiod to a depth of 12 inches, moistwe conditioned to at or near the optimum moisture content, and rolled and compacted to a minimum of 90 percent of the laboratory maximum dry density as determine�in accordance with ASTM: D-1557-91. 3. A.pproved stockpiled on-site or imported soils should then be spread in thin lifts, (not to exceed six(6) inches in thickness), large cobbles and boulders excluded, be moisture conditioned to at or near the optimum moisture conterrt, and each lift rolled and compacted to a minimum of 90 percent of the applicable laboratory maximum dry density, determined as indicated above, until the desired grades are achieved. 4. Import soils, if neede�i, should consist of clean, compactible materials possessing expansion characteristics similar to or better than the upper on-site soils. Import soils should be free of trash, debris or other objectionable materials. PLANS AND SPECIFICATIONS SHOULD INDICATE THAT THE GRADING CONTRACTOR SHALL NOTIFY THE PROJECT GEOTECHIVICAL ENGINEER NOT LESS THAN 72 HOURS IN ADVANCE OF TF�LOCATION OF ANY SOII.S PROPOSED FOR IlVIPORT. EACH PROPOSED IlViPORT SOURCE SHALL BE SAMPLED, TESTED AND APPROVED PRIOR TO DELIVERY OF SOII.S FOR USE ON THE SITE. 5. Estimated overall shrinkage due to recompaction of loose near surface soils is on the order of 5+to 10±percent. Subsidence on the order of 0.1 to 0.2 feet may be anticipated in overexcavated areas. 6. All of the above site preparation, overexcavation, and earthwork should be pecformed under the observation and testing of the project geotechnical engineer. All fill should be tested at the time of placement to ascertain that the required compaction is achieved. The minimum basis of testing should be one (1)test per two (2)feet of fill depth or per each 500 cubic yards of fill placed. PACIFIC SOILS ENOINEERINO. INC. � May 3, 1996 Page 10 Work Order 102233 D. Foundation Design 1. Properly compacted fill should be considered to generally possess adequate strength and consoGdadon characteristics to support foundation loads from structures without detrimental settlement. 2. For preliminary purposes, the design of continuous footings and spread footings may be based on 2,000 psf and 2,500 psf, respectively, for both dead and live loads. The above values are based on a minimum width of 12 inches for continuous footing and 24 inches for spread footings. The minimum depth of embedment for continuous and spread footings should be 18 inches. The embedment depth should be measured from the lowest adjacent grade for perimeter foundations and from the top of slab for interior footings. Bearing capacity calculations are presented on P(ate E. 3. Lateral bearing of 300 psf per foot of depth to the allowable vertical pressure and a coefficient of friction of 0.35 may be used in the design for resisting lateral forces. Friction and lateral bearing may be combined. 4. The on-site near surface soils are considered to possess "very low" expansion potential when tested in accordance with UBC Standard 29-2 and classified in accordance with Table 29-C of the Uniform Building Code. 5. Continuous footings should be reinforced with a minimum of four(4)No. 4 bars, two(2) each top and bottom. Slabs on grade should be reinforced with a minimum of No. 3 bars at 24 inches on center, each way, or equivalent. IvGnimum slab thickness should be 4-inches, net. The reinforcement should be in the middle one-third of the slab. 6. A moisture barrier system comprised of a "Visqueen" type membrane, with two (2)inches of sand above and below, should be used below all slabs-on-grade in areas considered to be moisture sensitive. Care should be taken to properly lap and seal the membrane sheets and to prevent puncturing(especially with screed guides). The membrane should be sealed around pipes, conduits, etc. Accidental tears that may occur during placement, handling and construction should be repaired or sealed. PACiFIG SOILS ENOINEERINO� INC. Page 11 May 3, 1996 Work Order 102233 7. All foundation excavations should be inspected and approved by the project Geotechnical Engineer or his representative prior to the placement of reinforcement or concrete. Fornung of footing excavations may be reQuired. Excavations should be free of slough and debris prior to placin8 concrete. Excavated materiai from footing u'enches should not be placed in slab-on-grade areas unless properly comPacted�d tested. The footing excavations should be thoroughly pre-moistened prior to placin8 concrete. 8. Final foundation design criteria should be made at the con►pletion of grading when the final distribution of elcisting fi11 and proposed new fi11 soils is known. E. Retainine walis, Utilitv Trench Backfill and Drninage 1. antitevg, free standing type retaining walls and other structures or facilities constructed to retain level,NON-EXPANSNE, structural quality backfill(as determined by the project geotechnical engineer) should be designed to resist lateral pressures imposed by the soil which are developed by a fluid with a unit weight of 35 pcf plus allowances for any surcharges. R ain retaining walls wit1�l�'�bacl�ill (dock height walls) should be designed to withstand a lateral pressure of 50 psf(rectangular pressure distribution). Wall design should include waterproofing(where appropriate) and weep holes or subdrains or backdrains for relieving possible hydrostatic pressures. A typica!retaining walt detail is displayed on Plate F. 2. No bacldll sliould be placed against concrete until minimum design strengths are achieved in compression tests of cylinders. 3. All utility trench and retaining wall backfill should be compacted to 90 percent of the applicable laboratory maximum dry density. No jetting, ponding, or flooding should be permitted. 4. All roof and surface drainage should be directed away from structures and their appurtenances to approved disposal areas via non-erodibie devices. Establishment and maintenance of such drainage patterns is essential. PACIFIC SOILS ENOiNEERINO, INC. May 3, 1996 Page 12 Work Order 102233 F. Preliminarv Pavemeot Design 1. The "R value" of a representative sample of on-site soils was deternuned to be 78 when tested in accordance with California Test Method 301 ("R-value"). An R-value of 40 was used in the structural pavement design calculations to account for possible variation of subgrade materials that may be encountered within the parking area and driveways. 2. The structural thickness of pavements are designed to support traffic density and axle load. The effect of tr�affic density and axle load on the roadway are expressed by a Traffic Index value. To provide an estimate of this Index vatue, it is necessary to reduce the many different types of vehicles and loads to a common denominator. This common denominator is the 5,000 pound Equivalent Wheel Load (EWL). The destructive effect of one passage of a given truck wheel is expressed as an equivalent number of passages of 5,000 pound wheel loads. The total number of EWL's affecting the structural section over the design life is based upon the truck traffic make-up broken down into frequency(one-way trips/day), axle classification(2-axle, 3-alcle, etc.) and axle weight. A statistical analyses of the parameters can be made to estimate the number of EWL's per year. Based upon this analyses, empirical charts are utilized to convert EWL's to Traffic Indices. For the preGminary pavement sections presented below, four(4)traffic frequencies (EWL's/year)were used for design lives of 5, 10 and 20 years. During these periods, the truck votume is assumed constant. (No increase or decrease during the design life of the pavement). Based upon these Traffic Indices and "R-value" of 40, structural pavement calculations were performed using the "Flexible Pavement Structural Seclion Design Guide For California Cities and Counties." PACIFIC SOILS ENOINEERINO, INC. May 3, 1996 Page 13 Work Order 102233 PRELIMINARY PAVEMENT DESIGN SECTIONS Tnnic Indez Equivalent S-Ye�r 10-Year 20-Year Whed Loads Deai n Life Desi n Life Desi o Lite 1,300/year 4.0 4.0 4.5 8,600/year S.0 5.0 5.5 40,000/year 5.S 6.0 6.S 145,OOO/year 6.5 7.0 8.0 The results of the calculations(Plates G-1 through G-5)to determine the designed pavement sections are presented in the following table: STRUCT[TRAL PAVEMENT SECTIONS* ('•R-vatue": 40) Section Alternative Section Tntt"ic Indez AC(Inches) CMB (Inches) AC(Inches) CMB(Inches) 4.0 3.0 6.0 4.0 4.0 5.0 3.0 6.0 4.0 4.0 6.0 3.0 7.0 4.0 4.4 7.0 4.0 7.0 5.0 5.0 8.0 5.0 8.0 6.0 6.0 * The values are net, after compaction AC Asphalt Concrete CMB Cnashed NGscellaneous Base 3. In an effort to minimize pavement stnictural sections without compromising the intended design life, consideration may be given to utilizing a lower Traffic Index for parking areas than for driveways and truck traffic routes and loading and unloading areas. 4. Upon the completion of rough grading on the subject site, representative bulk samples of the subgrade soils should be obtained for "R-value" testing to verify preliminary test results. 5. The pavement sections utilized in construction of the project shouid be based upon the anticipated volume of truck traffic (frequency, axle classification and weight), an appraisal PACIFIC 801LS ENOIIVEERINO, INC. May 3, 1996 Page 14 Work Order 102233 of pavement life versus maintenance cast(design life), as well as the uitimate use of the development. 6. Prior to subgrade preparation, all loose/dry or wet/soft soil should be removed to firm natural ground and/or previously piaced compacted fill. 7. Within cut areas, the upper twelve(12) inches of the subgade should be scarified, moisture conditioned to at or near the optimum moisture content and then rolled and compacted as described above. _ 8. Prior to the placement of base materials, the exposed subgrade should be proof"wheel" rolled under the observation of a representative of the project Geotechnical Engineer to vecify that the subgrade is a firm and unyieiding surface. 9. Base materials should meet the requirements for Crushed NGscellaneous Base as specified in the "Standard Specifications for PubGc Works Construction". 10. The base materials should be spread on a firm and unyielding surface in thin loose lifts, moisture conditioned to at or near the optimum moisture content and mechanically compacted to a minimum of 95 percent of the laboratory maximum dry density as determined in accordance with California Test Method: 216. G. Miscellaneous 1. All grading plans, foundation plans and details, structural footing loads and landscaping plans showing site drainage should be forwarded to the o�ce of the project Geotechnical Engineer for review and comment. 2. Temporary excavations should be sloped or braced in accordance with CAL-OSHA regulations. 3. The soluble sulfate test results indicate "negligible" sulfate exposure of the near-surface soils. Based on these preliminary results, special concrete design for sulfate exposure is not considered necessary. However, additional tests should be conducted during grading operations. PACIFIC SOIL8 ENOINEEFiINO, INC. . Page 15 May 3, 1996 Work Order 102233 4. The corrosivity potential of the near-surface soils tested indicate "moderately corrosive" towards ferrous metals. Hence, rt may be necessarY to protect the ferrous portions of the undergound utilities and other ferrous mechanisms. Consideration should be given to consulting a corrosion en�r for a more detailed evaluation. The findings and recommendations contained�n this report are based upon specific excavations and observations as noted. Tt►e materials immediately adjacent to or beneath thusc obser�'ed maY have different characteristics, and no representations are made as to the quality or extent of materials not observed. This report is subject to review by the controlling,aute�ntact ttus office, at (714) 220-0770�ve any questions or require add�t�onal �nformation, p eas Respectfully submitted, PACIFIC SOILS EN RING, INC. Reviewed by: ro q F By: - p��J. .D./R.2Er2,Z J S B. CAS ES/RGE 192 - RCE 42518/Reg. : 3- �� E 30280/Reg. Exp.: 3-31-00 Director of Founda Fp \! Chief Operations Officer � ��TEOF CA1.�E�� gy. rJ � _., �_� _ r", R BRUCE LEINSTER/CEG 337 Senior V'ice President Reg. Exp.: 6-30-96 Distnbution: (2) Addressee (S) ASP[-Attn.: Mr.Kareem Ali (2) RBF-Attn.: Mr.Bill Groen AJA:RBL:IBC:�22330002.SAM PACIFIC SOILS ENGINEERING. INC. Page ib May 3, 1996 Work Order 102233 ATTACHMEKTS FIGURE 1 . . . . . . . . . . . . . . . . Plot Plan by RBF . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TABLE I . . . . .. .. . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . Summary of Laboratory Test Data PLATES A-1 through A-23 . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . Log of Borings PLATESB-1 throughB-4 . . - . • • . • • • • . . • � � � � � � � � � � � � � • � � � • � Direct Shear Test Results PLATES C-1 through C-5 . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . Consolidation Curves PLATE D . . Orange County Analytical Report . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PLATE E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ultimate Bearing Capacity Calculations PLATE F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Typical Retaining Wall Detail PLATES G-1 through G-5 . . . . . . . . . . . . . . . . . Structural Pavement Design Calculations PACIFIC SOIL8 ENOINEEii1NCi. INC. Page 17 May 3, 1996 Work Order 102233 pppE1�1D[X SEtSMIC HAZARD REVIEW introduction Because the study site is within seismically active southern California that is characterized by many active faults requiring seismic desi�n considerations, we provide herein estimates of ground acc,eleration that hypothetically could be generated by earthquakes ( seismic events ) along regional and local active faults. Two methods of anatysis have been used to derive fhose accelerations: (1) deterministic and (2) probabilistic routines. The classic deterministic approach to seisrnic hazard analysis usually begins with assignment of maximum probable(for design ttve most structures) and/or maximum credible(for high-nsk structures) earthquakes to local ac fauits, followed by measurements of the shortest distance(site radi�rs) between the subject f ite to each of those faults. Hypothetical design accelerations are then determined by usmg any o several dozen empirical ground acceleration attenuation equations that relate hypothetical site ground accelerations to postulated earthquake magnitudes and site rndii. Deterministic analyses of seismic hazard (ground acceleration in this case) deal with absotutes, are not time-dependent, and assume a kind of"certainty". In essence, they assume a very large earth uake will occur along a given fault at precisely its closest point to the subject site, and they a do not consider the likelihooaf of that earthquake occurring within a spec�fic exposure period (structure lifetime, for example} or along any other segment of that particular fault. Probabilistic methods of seismic risk determination that account for uncertainties in time, recurrence intervais, size, and location (along faults) of hypothetical earthquakes havl b 993� Blake 1989, 199 , , developed; and are suitable for use with engineenng analyses (e.g., , Joyner and Fumal, 1985). These methods thus account for likelihood (rather than certainty) °zed occurrence and provide levels of ground acceleration t ha t mig h t b e m o r e r e a s o n a b l y h y p o t h e s for a finite exposure period. For example, a commonly accepted level of risk is the "statistical" chance that a certain acceleration will only have a 10 percent probability of being exceeded within a 50-year peciod (roughly the life of an average development). This level of risk is accepted, in PACIFIC SOILS ENOINEEFI�NG. INC. Page 18 � May 3, 1996 Work Order 102233 articularl suitable P rinciple, in the UBC (Blake, 1989, 1991, 1993). One probabilistic method Poftware(FRISK)by for this study is FRISK89, developed from United States Geolo�ical Bo te, et.al. (1993) Blake(1489, 1991, 1993). Various attenuation curves, includ�ng the lationshi selected for this study, can be empioyed. Also, various useful parameters of k�ha� re P regional and local faults are embedded in the source code. Accordingly, our anethods the reader software package. For complete discussion of the software and probabil�stic m , is refecred to Bfake(1989, 1991, 1993). inistic a proach usually results in larger ground accelerations than the probabilistic The determ P methodology. Recent op►nions (e.g., Krinitzsky, 1995) sug�est that the deterministic method �s particulariy useful for hi�h-risk critical structures. Conversely, p robabilistic analyses are increasingly being used for lower risk, structure design and liquefaction investigations• eWration therefore include both kinds of analyses so that the des��n engineers can select the acc values most appropriate for their project(s). � To retain cansistency between the two analytical methods, the same attenuation relationship, Boore, et a1. (1993), is used for both. Further, the "maximum credible earthquakes derived fur the faults listed in Table A are incorporated as the "max�mum magnitude for those faults m o probabilistic analysis. Because the rationale for each method is different, the deterministould have approach necessarily considers oniy the nearest and largest of known active faults that c the grea►test impact on project design, whereas the probabilistic method searches a wide range of southern California(Plate I) in order to retain statistical val�dity (Krinitzsky, 1995). Probabilistic Analvses For this FRISK89 probabilistic analysis, this firm searched the FRISK89 data base of major known active faults within a 62-mile (100-km) radius; and then computed accelerit� 1993 probabilities for 25, 50, 75, and 100-years exposure periods, using the Boore et a ( ) attenuation equations modified by a magnitude weighting factor. The magnitude weighting factor accounts for possible magnified effects of increasing cycle�s seismic loading by increasingly targer earthquakes. The 7.5 weighting factor magnrtude m PACIFIC SOILS ENOINEERING, �NC. May 3, 1996 Page 19 Work Order 102233 that the computer acceleration produced by a postulated 7.5 ma�nitude earthquake is multiptied by one. For accelerations induced by lesser earthquakes, FRISK89 uses a multiplier slightly less than one; multipliers slightly greater than one are used for earthquakes lar�er than 7.5 magnitude, Blake(1989, 1991, 1993) further exp(ains this concept and sets forth the specific multipliers. This firm does not recommend "clipping" probabi(istic accelerations (using repeatable high ground accelerations). The FRISK89 analysis is not deterministic and it inherently considers both more and less conservative possibilities. FRISK89 found and analyzed input from 26 faults within a 62-mile radius from the subject site (Plate II). Blake (1989, 1991, 1993) discusses each fault, including maximum earthquakes, slip rates, recurrence intervals and constants; and the reviewer is so referred. Pacific Soils Engineering, Inc., did review the FRISK89 fault files and made minor changes to some maximum magnitude information. FRISK89 does not account for whether each fault is early, median or late in its recurrence interval, assumin�that the fault does indeed have a regular recurrence cycle. Deterministic Analvses Pacific Soils Engineering, Inc. (PSE) reviewed published and unpublished literature about regional and local faults and about the potential for and possible magnitude of future seismic events along those faults. Also, articles that empirically relate proximity of postulated earthquakes to ossible on-site ground motion were reviewed so that deterministic guidelines for design accelerations can be presented. PSE did not perform site-specific spectral analyses or shear wave velocity deternunations. Regional Active Faults Several definitions of an active fault--in this case seismogenically active--have evolved over the years (Ziony and Yerkes, 1985). For this discussion, an active fault as defined by the California Council on Intergovernmental Relations in the General Plans Guidelines, 1974, is: "A fa��lt that has moi�ed in recent geologic time anc.�H�hich i.r likely to mo►�e again i�i the rela�iti�e/y r�earJ'rrtrrre. For genlogic pi�rposes, thE�re are»o precise limits to recency of mnveme»!or probable frrltire moti�eme►�1 Jha1 cJefifre a�r "nclive PACIFIC SOIl.B ENGINEEFIINO, INC. May 3, 1996 Page 20 Work Order ]02233 jariJ�". Definiliojis for plaf�iri»g parposes ex�end nii �he vrder oJ!0,000 years or more back a�rd 100 years or more fanrarc� The exact lime /imils for pla�mi�tg prirposes are ris��ally deJ�red i»relalio�r�o uses a��d s�riiclrires" Table A lists major seismogenicaliy active faults proximal to the study site. These include mainly northwest-trending right-lateral strike-slip faults that extend from the Mojave Desert on the east to beyond the Channel Islands on the west (Jennin�s, 1992). Among the most significant are the San Andreas, the San Jacinto, the Elsinore, and several ot�'shore fault systems. The Wildomar segment of the Elsinore fault system, mapped about one mile west of the site(Shlemon and Davis, 1992), is the closest active fault; it is thus the most critical for deterministic ground motion analysis by deterministic methods. Certainly, earthquakes alon� other than the aforementioned fautts could induce ground motion on-site. However, the listed active fault systems are noted because of their proximity, and hence their generally accepted potential for producing moderate to strong ground motion at the subject site. Ground Acceleration Analvses Predicting timing, location and magnitude of and local ground response to earthquakes is tenuous and subjective. Only probabilities and/or possibilities can be discussed on the basis of the existing geologic data, limited historical and seismic records; and empirical relationships among fault lengths, earthquake ma�nitudes, distances from faults and ground accelerations. However, enough seismic events of magnitude 6.0 or greater have occurred regionally to indicate that such events cou(d recur within the life of the subject site. Table A sets forth some general guides for hypothetical maximum probable (NS 1 in Table A) and maximum credible (NS2) earthquakes and associated hypothetical ground accelerations for local and regional fault systems thought by most investigators(for example, Ziony and Yerkes, 1985) to be capable of producing significant ground motion at the site. By definition, the maximum credible earthquake is the maximum earthquake that appears to be reasonably capable of occumng under the conditions of the p�esently known geological frame- work. A maximum probable earthquake is the maximum earthquake that appears to be reasonably expectable within a 100 year period, (California Division of Mines and Geology, 1975). PACIF�C SOILS ENOINEERINO, INC. May 3, 1996 Page 21 Work Order 102233 According to dePolo and Slemmons (1990) and industry-standard usa�e when employing deterministic techniques, the maximum probable events are generally used for most engineered structures and the maximum credible for long-lived, high-risk structures (e.g., dams, nuclear power plants}. More recently however probabilistic methods are increasingly used when deating with other than high -risk structures. Estimating the maximum credible and probable earthquakes is at best subjective and arbitrary. DePolo and Slemmons (1990) suggest that one useful method is to assume that either single or multi-segments of each particular fault move during a sin�le seismic event. Many California fautts consist of a series of discrete salients or blocks that act singly. For example, the 1971 San Fernando earthquake resulted from the movement of a single segment (salient) of the frontal fault that elevated the San Gabriel/Santa Monica Mountains (Crook, et al., 1987). The 1994 Northridge earthquake also seemingly occurred along a single segment (Hauksson and Jones, 1994). Yet, it is "credible" that more than one segment of a fault, as at Landers in 1992, may move, hence producing- a "maximum credible" event. Weldon and Sieh (1985) discuss similar segmentation ofthe San Andreas fault system. Schwartz and Coppersmith (1986} also present methods of combining �eologic history/geometry and segment-measuring to determine theoretical earthquake magnitudes. The fault segment lengths are synthesized from published sources (in particular, Jennings, 1992, Wesnousky, 1986; Ziony and Jones, 1989; Ziony and Yerkes, 1985). The actual lengths of each segment are not always precisely or uniformly mapped (e.g., Ziony and Jones, 1989; Jennings, 1992; Crook and others, 1987), leading to some inherent uncertainty of the fault len�ths reported in Table A. The lengths in the table are, however,jud�ed representative of current hypotheses and studies. Resultant postulated magnitudes are believed consistent with the known geologic/seismic histories of the faults. The derived magnitudes and postulated accelerations are also in general agreement with the work of others (e.g., Maulchin and Jones, 1992; Wesnousky, 1986). Using assumed fault-rupture lengths per the above discussion, and assumin� average rupture widths (depths) of 12 kilometers [commensurate with the average depth of southern California PACIFIC SOILS ENOINEERINO, INC. May 3, 1996 Page 22 Work Order 102233 earthquakes(Hauksson, 1992)], the seismic moments of potential earthquakes were calculated per Joyner and Fumal (1985). From those seismic moments, the moment magnitudes for postulated earthquakes were then calculated; and, finaliy, hypothetical accelerations (Boore, et. al., 1993) were specutated (Table A). Based on our recent borin�s, their site condition 3 (deep alluvium) was used. The Boore, et al. (1993) attenuation relationships used to hypothesize site accelerations are recent and are based upon data from western United States earthquakes through 1993, and are thus considered "standard of practice." As a caveat, however, the 1994 Northridge earthquake may have generated local ground motions greater than would be predicted by any of the commonly used attenuation relationships, including those of Boore, et. al. Uncertainty exists as to whether the Northridge accelerations were anomalously high, whether the accelerometers functioned properly, or whether high accelerations are indeed representative. The information presented is based upon a review of selected references. This firm strongly emphasizes that the conclusions contained herein do not necessarily represent an endpoint in the understanding of the interrelated factors that influence seismic effects on engineered structures. The science is currently in a young stage and new data are being acquired, studied and evaluated. Later studies may disclose that currently accepted conclusions are, partially or totally, erroneous. SUMMARY OF THE SE(SMIC HAZARD REViEW Acceleration The deterministic analysis of the lar�er of two horizontal components of hypothetical acceleration (seemingly most consistent with recentiy measured Landers and Northridge accelerations) yielded .72g for a "maximum probable" event and .99g for a "maximum credible" event. Table A also presents the maximum probabie acceleration plus one standard error(S.E.) calculation, included herein to illustrate the range of uncertainty inherent to the methodology. As noted by Ploessel and Slosson (1974), "Althou�h the maximum (peak) ground or bedrock acceleration is one of the factors for computing �round response at a site, it generally is not the PACIFIC SOILS ENOINEEFi1NO, INC. . Page 23 May 3. 1996 Work Order 102233 same as design acceleration." Thus, the maximum de�e►'mi�iislic acceleration shouid not necessarily be used in empirical en�ineering formulas currentiy in use to determine earthquake-resistant structural design. Page and others (1972) also noted that a single peak of intense motion(maximum or peak acceleration) may contribute less to cumulative damage potential than multiple cycles of tess intense shaking. Therefore, repeatable cfelernri�ris�ic high ground acceleration may be of greater concern in structural design than the single peak acceleration. Design of future improvements should be based on current design practices for similar works in the area. It is the purview of the structural engineer, based upon information presented herein, to select suitable seismic parameters. p1so, spectral characteristics of strong seismic surface motion display a dependence on many factors including possible subsoil effects, seismogenic mechanisms(Brune, 1970), the wave propagatio� pattern (Haskell, 19b9), nature and geometry of geological discontinuities along the propagation path(Haskell, 1969), surface topography (Boore, 1972), and subsurface geometry (Won�and Trifunac, 1974). FRISK89 computed a 0.53g as the mean horizontal acceleration that hypothetically has a UBC-consistent 10 percent chance of being exceeded in 50 years(the equivalent of a 475-year average return period) according to �enerally accepted probabitistic (statistical) approach. Plate II depicts "Probability of Exceedence vs. Acceleration". The curve second from the lowest is the LTgC-consistent 50-years exposure. A fault map showing analyzed faults and site location is presented in Plate II. Average return periods for various accelerations, based upon FRISK89 sGp rates, b-values, etc., are shown on Plate III. The enclosed table and plate figures are summaries of FRISK89 useful output. Upon rec�uest, all input and output could be furnished. The information presented is based upon a review of selected references. This firm strongly emphasizes that the conclusions contained herein do not necessarily represent an endpoint in the understanding of the interrelated factors that influence seismic ef'Fects on engineered structures. The science is cunently in a young stage and new data are being acquired, studied and evaluated. PACIFIC SOILS ENf3�NEEFtINO. INC. May 3, 1996 Page 24 Wock Order 102233 In sum, these results are based upon many unavoidable geological and statistical uncertainties, but yet are consistent with current standard-of-practice. As enginoering seismology evolves, and as more fault-specific geological data are gathered, more certainty and different methodologies may also evolve. Ground Ruature Although tectonic ground rupture cannot be entirely ruled out owing to proximity of elements of the Elsinore fault zone, the potential for tectonic gound rupture within the limits of the proposed development as a result of seismic events on the aforementioned faults is considered low. Liauetaction Liquefaction occurs when dynamic loading of a saturated sand or silt causes pore-water pressures to increase to levels where grain-to-grain contact is lost and the material temporarily behaves as a viscous fluid. Liquefaction can cause settlement of the ground surface, settlement and tilting of engineering structures, flotation of buoyant buried structures and fissuring of the ground surface. A common manifestation of liquefaction is the formation of sand boils--short-lived fountains of soil and water that emerge from fissures or vents and leave freshly deposited, conical mounds of sand or silt on the ground surface. The liquefaction potential of The Meadows at Rancho California was addressed in the Reference 7 report. The subject site is a portion of the study area addressed in the Reference 7 report. A review of the analyses presented in the report indicates tt►at the liquefaction potential within the subject site is very low to nonexistent, based on Cone Penetration Test(CPT) data(CPT-7 and CPT-10). Liquefaction ana,lyses presented in the Reference 7 report for a hollow stem auger boring(BH-105)indicated that settlements on the order of 1.1 inch may occur in the vicinity, while no settlement is anticipated in the vicinity of CPT-7 and CPT-10. It should be noted that the analyses presented in the Reference 7 report were based on an on-site acceleration of 0.29g, which is smaller than that predicted using cunent standards. The data presented in the Reference 7 report were reinterpreted using an acceleration of 0.53g to estimate the liquefaction potential. Based on the our analyses, it appears that the potential for gross PACIPIC SOILS ENOINEERIN�, INC. May 3, 1996 Page 25 Work Order 102233 on-site instability due to liquefaction is low. However, it appears that local lenses of sandy, loose soils, below ground water may be subject to liquefaction, in the e�+ent of a large earthquake event that would generate large on-site accelerations. Dvnamic Settlement As stated above, large on-site accelerations may result in the liquefaction of isolated, lenses and or layers of the saturated, loose, sandy deposits. These lenses are located below the ground water table. Surface manifestation of the liquefaction of these deeper lenses may be in thg form of small, local settlements, on the order of'/z to 1 inch. As such, some remedial measures should be undertaken to reduce the adverse effects associated with the dynamic settlement potential. PACIFIC SOiLB ENOINEERINO, INC. M ay 3, 1996 Page 26 Work Order 102233 REFERENCES 1. Blake, T.F., 1989, 1991, FRISK89, Computer pro�ram for the probabilistic estimation of seismic hazard using faults as earthquake sources: Thomas F. Blake, Newbury Park, California. 2. Blake, T.F., 1993, FRISK89, Program Update, Version 2.01: proprietary computer source code for probabilistic acceleration determinations. 3. Boore, D.M., 1972, A note on the ef�'ect of simple topography on seismic SH waves: Seism. Soc. Am. Bull., v. 62, no. 1. 4. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1993, Estimation of response spectra and peak accelerations from western North American earthquakes: An interim report: U.S. Geol. Surv. Open-File Rpt. 93-509, 72 p. 5. Brune, J.N., 1970, Tectonic stress and the spectra of seismic shear waves from earthquakes: Jour. Geophys. Res. 6. California Division of Mines and Geology, 1975, Recommended guidelines for determining the maximum credible and the maximum probable earthquakes: Calif. Div. Mines and Geol. Note 43. 7. Converse Consultin�s Inland Empire, 1988, Liquefaction Investigation, The Meadows at Rancho California, APN Nos. 926-13-9, -10, -1 Z, -I 3, and -14, Rancho California, California 8. Crook, Jr., R., Allen, C.R., Kamb, B., Payne, C.M., and Proctor, R.J., 1987, Quaternary geology and seismic hazard of the Sierra Madre and associated faults, western San Gabriel Mountains in Recent reverse faultin� in the Transverse Ranges, California: U.S. Geol. Surv. Prof. Paper 1339. 9. dePolo, C.M., and Slemmons, D.B., 1990, Estimation of earthquake size for seismic hazards in Krinitzsky, and Slemmons, editors, Neotectonics in earthquake evaluation: Geol. Soc. Amer. Reviews in Engineering Geology, v. III. 10. Everden, J.F., and Thomson, J.M., 1985, Predicting seismic intensities, in, Ziony, J.I., editor, Evaluating earthquake hazards in the Los Angeles re�ion--An earth science perspective: U.S. Geol. Serv. Prof. Paper 1360, p. 151-203. 11. Haskell, N.A., 1969, Elastic displacements in the near-field of propagatin� fault: Seism. Soc. Am. Bull., v. 59. 12. Jennin�s, C.W., 1992, Preliminary fault activity map of California: Calif. Div. Mines and Geol. Open-File Rpt. 92-0�. PACtFIG SOILS ENGINEERING, INC. May 3, 1996 Page 27 Work Order 102233 REFERENCES 13. Hauksson, E., 1992, Seismicity, faults and eanhquake potential in Los Angeles, southern California, in Pipkin, B.W., and Proctor, R.J., editor , Engineering geology practice in southern California: Assoc. Eng. Geol. Spec. Pub. no. 4. 14. Hauksson, E., and Jones, L., 1994, Earth science aspects, in Hall, J.F., editor, Northridge Earthquake, January 17, 1994, Preliminary reconnaissance report: Earthquake Engineering Research Institute Rpt. No. 94-0 l, p. 1-18. 15. Joyner, W.B., and Fumal, T.E., 1985, Predictive mapping oPearthquake ground motion, in Ziony, J.I., editor, Evaluating earthquake hazards in the Los An�eles reg�on--An Earth-Science perspective: U.S. Geol. Surv. Prof. Paper 1360. 16. Krinitzsky, E.L., 1995, Deterministic versus probabilistic seismic hazard analysis for critical structures: Eng. Geol., v. 40, Elsivier Press, p. 1-7. l7. Maulchin, L., and Jones, A.L., 1992, Peak acceleration from maximum ccedible earthquakes in California, rock and stiff soil sites: Calif. Div. Mines and Geol. Open-File Rpt. 92-1. 18. Page, R.A., Boore, D.M., Joyner, W.B., and Coulter, H.W., 1972, Ground motion values for use in the seismic desi�n of the trans-Alaska pipeline system: U.S. Geol. Survey Circu(ar 672. 19. Ploessel, M.R, and Slosson, J.E., 1974, Repeatable hi�h ground accelerations from earthquake - important desi�n criteria: Calif. Geology, Sept. 1974. 20. Schwartz, D.P., and Coppersmith, K.J., 1986, Seismic hazards: New trends in analysis using geologic data, in R.E. Wallace, editor, active tectonics: National Academy of Sciences Press. 21. Shlemon, R.J, and Davis, P., 1992, Ground fissures in the Temecula area Riverside County, California, in Pipkin, B.W., and Proctor, R.J., editors, Engineering geology in southern California: Star Publishing Company, Belmont, California, p. 275-288. 22. Weldon, R.J. II, and Sieh, K.E., 1985, Holocene rate of slip and tentative recurrence interval for Large earthquakes on the San Andreas fault, Cajon Pass, southern California: GeoL Soc. Amer. BuIL, v. 96. 23. Wesnousky, S.G., 198b, Earthquakes, Quaternary faults, and seismic hazard in California: Jour. Geophys. Res., v. 91, n. B 12. 24. Wong, H.L. and `Crifunac, M.D., 1974, Surface motion of a semi-elliptical alluvial valley for incident plane SH waves: Seism. Soc. Am. Bull., v. 64, no. 5. PACIFIC SOILS ENOINEEFIINO, INC. May 3, 1996 Page 28 Work Order 102233 REFERENCES 25. Working Group on California Earthquake Probabilities, 1995, Seismic hazards in southern California: Probable earthquakes, 1994 to 2024: Seism. Soc. Amer. Bull., v. 85, No. 2, p. 379-439. 26. Ziony, J.I., and Jones, L.M., 1989, Map showing late Quaternary faults and 1978-84 seismicity of the I,os An�eles re�ion, California: U.S. Geol. Surv. Map MF-1964. 27. Ziony, J.I., & Yerkes, R.F., I985, Evaluating earthquake and surface fauiting potential, in Ziony, J.I., editor, Evaluating earthquakes hazards in the Los Angeles region -- an earth-science perspective: U.S. Geol. Surv. Prof. Paper 1360, p. 43-92. PACIFIC SOILS ENOINEERlNO, INC. 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Saod o�o � � a a+ v�i a ,'�n o'�+ $ � o°`o � o0 � .., p •-� O O e+�f � v� �n o0 O O � %+No. 4 Scxoen .- o � o o � o c c � c --� o � � pptimum Moistwe 00 -� N � � � v� (%) o � A A Ma�dmtun DensitY N °•.•° °�-�° � ^ (� y ��� $��I.s Unt� y �► � G� C+ � C+ � N i7h � 0',� � $y s tdn y v� v� y y '� �c �, �5, � � � � � � � � � � � � v� 'v� �'i � �+' >+ >+ e � "d >, �. �` � tVi� „ v�! � y V 'ob V 3 .�d � 'eb � U W � cn �, '� '� �n � � � � � o�o :� �; :.. �; � � � a � � � d ad ' � ' � � � °� � N � � O � y � N N � N � N V V � � � L� � O � vy ,n L °° � N � N N � � ~ O \ N O t � Y a DEPTH(ft.) o -- -� � n r, r,, O a � � ^ � � a �» BORING/PIT NO. -; .� .� �; v� � ';, r; o. o� -; , -; o * � pa GO oA Ct� C11 Ca 00 OC� Ca aA o0 GQ 3 • • � GEOTECHNICAL BORING LOG S"E� ' o� ' ��ZZ�3 PiWJECT NAM£ _ lUC1(Y'S PtiOJECT NO. �� dpOUNO ELEV. �— BOR�NG DESIC3. 0•� ' DATE STARTEO +�p� aW OEPTN lfT) 1a•6� LO(iOEO BY � OATE fINISHED NOTE ��ef ���°^ DRILLER ORIVE WT. ,..;,�c..�r.:.d, TYPE OF ORlll RIG OROP � y � Z C M _ g '� J � � GEOTECHNICAL OESCRIPTION y�Z W �Q� o � �� � � ° g � �� �� � p'`' W � � � Yyl m � ty and/Sand�q�e`r brown, very moist, loose to � g �: �'� moaerately d�nse, s1�9htly micaceous. sand is well �E yraded. 1 g.1 112.3 85 � CHEM R 23 45 B 5 �s 9�� w�m�� ;��na;�inq, moderateN dense a.t 106.5 39 R >50 •� to dense. occasional or�a�ic. Fine-p�ained Sa+�d. 9reY, sli�htly moist, dense,occasional 3.8 t o5.0 1 a DS R >50 : `-� iro�Stairtiinq• _ 4 � Medium-to coarse��ai�ed Sa�d, slightly moist, dense, 2.6 1 t 5.2 /a R >50 . sP occasio�al subanqular g�avel to 3/4'. � @ 11 feet, trace of q�avel. 35 �Ci 15 feet, becomes very moist to wet. HYDR �g 7 - ' ' � - - - stiff, uace � t0 M� �15.5 feet. Silt, lipht b�own, very n'wist. �Z very fine-�rai�ed Sa�d,very micaceous. 3 Med;um-io coa�se-9�airied $and. q�ey, wet, moderately dense, sli9htly mast. 14.8 1Oa.5 70 R >50 .• SP 25 Wgt, HYDR Y5 �6 Coarse-g�ained Sand, slightly Silty, liqht grey, pT 24 �. SP/SM moderately dense. 29 Total Depth feet. Wate�C� 18.5 feet. 5��TMpEs. = Grou�dwater Leve� PACIFIC SOILS �iA" _"`"`.o°"'n Yro°`."'°a`. EIrIGINEERING, INC. �RING (DRIVEI SAMPLE U05-Ue+disturbed D'aect Shee� �SPT (Sp1.1T SPOONI SAMPLE HYDR-Fiyd�ometer Anal. ASCE-Expensitt��± Indez PLATE A-1 �BULK SAMPLE m TUBE SAMPI.E CON -Consolidation GEOTECHNICAL BORING LOG s"E� ' °f ' 10 33 PR�JECT NAME LUCKY'S ��E��,p, ----'�'a�" BORINC3 OESIG. e-Z - OATE STIJCTE� GROUNO ELEV. 22'— �OaQEO dY � pATE FINI8NE0 N31�d GW DEPTH tFT1 NOTE ��es tl.nwn�r nn ORILLEA DiqVE WT. — ,.,:.�:..�w�nd�3�'droo TY►E OF DRILL RIO _ OROP > �� � O t b � W �. _� � � o g � GEOTECHNICAI DESCRIP710N �o �W y�� o � Q� W Q � d N �V 00 � m � 5g ... �5P � ���r�Sand. li9ht flrey Iuown to brown. sliqhNy �ist. mode�ately dense. - - �2.5 feet. Sandy Siit. datk b�own, moist,very stiff, - - 14.9 108.8 78 R >50 M� micaceous, trace of roodets•- - - - - - - - - - - - - - �� �4 feet. Si1tY sanG/Sa^0. o�ey brown, moist. mode�ately ,�e, sanQ is fine-to medium�rained_ - - - � 3.2 99.5 13 S i��a ieet. medrnwri-a� �sand,iwht qtey. saoht rt;oisf, 5 R 3d . mpdentdl►dense. ��sdes to ooarse-qnined Sa�d liqht yellowlbrown. slpht�V mast with occssro�al�' lea�claY ��s. 7,3 119.3 50 R >50 :� � �,1 7.5 feet. Sand. qreb.moist. rtaderately dense. micaceous. fine-to med�um��ained. - �p � 10 feet, becomes sliphtly moist, sliqhtty micaceous. 5.3 100.0 22 45 R 40 SP 15 � 15 teet, fine-flrained Sand, q�ey, s��9ht�Y mo�st, 4.8 99.9 19 R >50 : SP moderately dense, sli9htly micaceous. � 19 feet. coarsa-9�ai�ed Sa�d, p�eY b�own. moderatdy dense. moist to wet,occas�onal p�avel to 3/4'. 9.9 121.1 72 2 � 20 fcet. 3' cobb�es stuck in tip, sample appea�s R 4g - SP disturbed- 35 25 3 @► 25 feet, medium-to coa�se-9�ained Sand, slightly Silty, HYDR �. SP/SM prown,wet, moderately dense• A 4' lense of lean clay 13 was observed in samPk. datk p�ey, ver11 mo�st. soft. 16 Anot1�bnse was observed,apProximately 2' �� . diamete�.p�eY m�Silt lense. fKm.very mo�st. �adinp to pretl lxown coarse-prainEd sac►d,wet. de�se. eet. Water�22.5 feet. S��TM�S: G�ou�Ewets�level PACIFIC SOILS �RlNG(ORIVE)SAMPLE ��-M�'•Da^saY/Opt.Moist. €NGINEERING, INC. UDS-Undisturbed D'wect SF+oar �SPT (SPUT SPOONI SAMPLE HYDR-Hydrom�ta Ar+al. ASCE -Expansion Index PLATE A-2 ($�]BUIK SAMPIE �TUBE SAMPLE CON •Consolidatio� GEOTECNNICA� BORING LOG s"E� ' o� ' PROJECT NO. 102293 PIWJECT N/1ME LUCKY'S 80RINO�ESIa. S-3 ' OATE STMTEO / GROUNO EIEV. OATE FiNI5NE0 ��nd GW OEPTH (fT) 22.s0 LOGOED 8Y AAA oaueA c�avE vrT. _ NOTe TYP'E OF DRILL RIQ ��P � Y J �� Z � N 8 j �-- � �0.. W ," �py� � �� � p g � GEOTECHNICAL OESCRIPTION HZ y ��� o � D` W y~ � H � Y}1 2V �� � m � 55 •'• SMI'SP ' fi�rs7�nedLSa�d, sG�htly moist to moist, modeately dense, micaceous. 5 Medium-to Coarse-�rained 3`anG, li�ht prey, sliqhdy 1.5 108. e 5 R 41 SP �;�, mpdE�ately dense. R 25 •- SPIML Becomes coa�ser, some mottted Silt in ti p, pOssibly 2.2 102.0 9 slo��ph. " t � Medfum-9rained Sand, y�ey, slightly moist, moderately 7.8 98.0 30 45 R 28 SP dense, trace of i�o� staining. 15 Siny�and, possibly poundinq o�iock, fi�e-grained Sand. 13.7 111.6 75 4 R >50 '� SM �;�,dense, sliflhtly micaceous. 2 IMed;um-prained Sa�d, prey biown, very moist, dense, 17.0 1 t 0.9 92 35 R 50 ' SP micaceous. ' Water @ 22.8 feet. Coarse-prained Sand, grey, wet, moderately dense, slight 25 micaceous. 16.3 108.4 82 3 R 48 SP Towl Oepth 26.5 feet. Water @ 22.8 feet. SAMPIE TYPES: � Groundwater Level PACIFIC SOILS �RING IDRIVE)SAMPLE � -Max. DensitY/Opt.Moist. UOS-U�distu�bed D��s��. ENGINEERING, INC. (�SPT (SPIIT SPOONI SAMPLE HYDR-Hydromstei Ar►a�- ASCE-Expansio� Index � BUIK SAMPIE m TUBE SAMPLE CON - Co�solidatron PLATE A-3 � GEOTECHNICAL BORING LOG s"E� ' oF , 102235 PROJECT N/1ME LUCKY'S PROJECT NO• ._ ` aqpUNG ELEV. �-- BORINO OESIG. d-4 - DATE 8TAItTEO 4��e OW OEPTH IFTI ��� LOGGE�BY RAR OATE FINISMEO OiiIVE WT. _ NOTE TYPE OF owu�a DROP Fj� � O ¢ N �"' �} � o o � GEOTECHNICAL DESCRIPTION o= � y�� o � C� � �~ � 1=- Q 1Y11 '�V OO ' N m J 55 SUAl1�A� ��nd andy Silt, dark brow�,moist, mode�ately dense/f'um, sliqhtty micaceous. - - - - - - - - - - � '���eet. �ine-praine0 Sand, liflht qrey, sliyhtly moist, moderately dense. 5 Medium-9rained Sand.li9ht qrey. moist. moderately t.a 104.5 s 5 R 40 • � dense. � �m�tto 6 nd�pr�o i�mpmast, mode�ately 3.8 95.2 1 a R 24 _ ' HY�R � 5 - gp Medium-to coarse-9rained Sa�d, I�9ht grey, slightly 45 � 6 • moist, moderately dense, 4' lense of dark b�own, lea� �� � . Ctay, moist, firm� 11 feet. 4.3 115.2 26 �5 Medium-9�ained Sar►d, liyht qrey, sliyhtfy moist, dense. R >50 • �' 2 12.1 121.3 88 35 R >50 '� SP Coarse-yrai�ed Sa�d,yrey b�own, very moist, de�se. 25 R �50 :. @ 25 feet, becomes wet, very dense. t 6.4 t 14.� 97 3 Total Depth 26 feet. Water C� 23 feet. S��nPEs: � ��o��eWet«�eV� PACIFIC SOILS RING IDRIVE! SAMPLE � -Max. Densit YroPt.Mo�st. ENGINEERING, INC. ,(�$ UDS-U�diaturbed D'uect Shesr Q SPT t5Pl.1T SPOON)SAMPLE HYDR-Hydromets�Mal• TUBE SAMPLE ASCE -Expansion��dex PLATE A-4 �BUIK SAMPLE m CON - Cor+solidatio� GEOTECHNICAL BQRING LOG S"E� ' oF 2 102233 �fIOJECT NAME LUCKY'S PROJECT NO. OROUNC ELEV. ---"7 BORINO OESIG. � OATE ST/I�lTEO ��� pyy OEPTH t�l �? RQ IOGOED 8Y OATE fiNISHEG 4h�� NOTE DRILLER �RIYE WT• rr►E oF orau wa OROP �f ~ o � u, � J �,,,,�.� W �. Y 0 0 � GEOTECHNICAI DESCRIPTION �� �W ��� a � �� � � �' � Q N � o0 � � 55 �• SPJSM ilty and! andY Siity, darlc brown, mast, mode�ately d�nse/firtn. �2.6 feet,fine-to medium-y rained Sa�d. s�WMly moist 3.8 107.2 19 R 45 : � to mast. mod�ntely dense. e 5 feet, m�dium-to coa�se-9�ai�ed Sand,iqht ore�r t.2 1 oa.8 e �u►x S �I moist, moderatdy de�e- �R R 35 . � brown, dry to sliph Y /5CE 5 OS g SP 2.0 93.4 7 CHEM was falli out of barrd duri�p �7.5 fce� samDk ^O R 33 SP widdrawal.densitV maY b�inaccurate. medum-aroined idd Sand,lipht prey lxown. sliqhtly moist,moderatdY�^�• - B - - - - - - - v- - mOist,fi�m, - - - - 32.6 84.1 89 CON 10 � 10 fECt. 38�1dY Silt, darlc greY, efY . HYOR �5 R 10 M� micaCeous. Sand is fine-grained, occas�onal iro� stainin�. li ht re mo�st. 2•9 103.5 13 15 MeOium-to coarse-9rai�ed Sand, g 9 Y. 4 q 46 . SP modetately dense. 2 Coaru.Q�air�d $and.liqht brown, wet.mode�atelY de�se. 14.1 113.7 82 R 34 SP occs�l 1/4 �nch le�se of Silt with y�adatio�al 35 COf1t2CtS. Water @ 22.5 feet. Z5 g Sitty�lay. dark brown, very moist.-5tiff,uace Saixl, - - - 3 PT 5 �� micaceous• 6 -- - -- - - - - - - - - - - - - - - - -- - - - - - - - - - - g MeOium-to coarse-yrai�ed Sand. ��9ht brown,wet, 20.2 108.4 98 R 4o SP mode�ately dense- r 6 ri�ps retained. samP�e 25 �p�t part of sample, only uppe likely disttxbed• 35 � Coarse-9�ained Sand, light brown, wet, dense. pT �4 SP 2 � 25 sa��E n�s: � Graundweter Level PAClF1C SOILS "'�_"""`.o'""` ro°t. ""°"`. ENGINEERING, INC. [�R1NG(ORIVEI SAMPLE Up5-Ur►disturbed�Kect Shea� HYOR-Hydrometer Anal. PLATE A-5 Q SPT lSPt1T SPOON)SAMPIE ASCE-Expansio�Index ($�BUIK SAMPIE (� TUBE SAMPLE CON-Consol►datro� GEOTECHNICAL BORING LOG SHEET 2 Of 2 102233 PRO.�CT NAME tUCKY'S pItOJECT NO. ._ --- Qap�O ELEV. �� BORING OESIG. � � OATE STARTED � aW pE�H��y ��_�0 IOGGfO BY OATE FINISNED �f'��� - NOTE ORILLER OAiVE WT• TYpE OF ORILL R1G DROP �jf � G � w ` W F Y �� � � '!�� o g $ GEOTECHNICAL DESCRIPTION N� g� �?� � W �� � W y�- o � O� W y � ? � � V 24 ��1.5 feEt. beComes Sliqhtly lithified. 15 Z� 0 fo� : �43 feet. driller saYs material becomes harder. 'ty ysto�e. Iiyht olive b�own, • Y�n•��►�usCe Sand. some irott staininp. 15 � � 15 - 29 Hard from 46 to 50 feet says driller. 5 34 Silty Sandstone, liqht qolden b�ow�, moist, very dense. PT 50 Total Oepth 50.8 feet. fo.3' Water� 22•5 feet. S��n�s: �,«,�,ew.t���� PACIFIC SOILS �RING (DRIVEI SAMPIE �� 'M�•D°^sit YroP�.Mo�t. ENGINEERlNG, INC. U05-Undaturbed Direet SF+°°� Q SPT ISPLIT SPOONI SAMPIE HYDR-Hydrometar Ma�• PLATE A-E TUBE SAMPIE ASCE-Expansior!��dex � BULK SAMPLE Q� CON -Co�solidat�o� ' � GEOTECHNICAL 60RING LOG sHE� � oF , PROJECT NO. 102233 PROJECT NAME IUCKY'S ' DATE STMTEO 0lWUNO EI.EV. 90RING OESIa. B-d DATE FIMISHEO 4/S/8e OW OEPTN(FT) 23.50 LOOGEO BY RAR DfpILEl1 OWVE WT. NOTE TYPE Of ORlll lilCi OROP � yp S— � O o' O Fj� � p t yl �� � �� 3 0 � � GEOTECHNICAL DESCRIPTION N� � ���R o � O" W y~ m � (9 N �t��7 �� � "• SP/SM ty and/`s�,lipht prey, Sliflht moist to moist, 55 mode�ately dense. ' Coarse-�rsined Sand, very Ipht p�ey, slphtly moist, --- 1.3 10�5.4 6 R >50 �� � rtaclerately dense. 5 R >50 .� SP 7.5 113.5 43 Silt�r medium�rained Sand, b�own, moist, dense, _ micaceous. � @ 10 feet, no recovery, lost sample o�withdrawal may R >> have been in a Silt layer. 45 15 �y����y�.�own, very mast. moderately--- 16.2 106.7 78 R 37 SMIML dense/firm,trsCe Or92niCs ICarbon) sliqht�Y miCaCBous. 4 lense of prsvepy san0 from 16 to 17 feet, �nvel is wbanpular to wbrax�dred pravd, approximate 2' �n size. �' i�'f6�aet,madium-to cosrse-�rained 3a�d,qreY.very- - m�ast, moderately dense. lost most sample on withdrawal, no�ecovery. �emai�Cer 2 of sampk was very moist. R 28 35 25 Coa�se-9�ai�ed Sand, light b�own, wet, dense. t 8.3 t t o.2 97 R >50 '. SP Total Depih 2 . feet. Water @ 23.5 feet. saM�e rr�s: � Groundw�ter Lwei PACIFIC SOILS �RING(DRIVE)SAMPLE AX -Mau.Oensit fOpt. Moiat. uos-u�d�.�����N�ts�,�. ENGfNEERING �INC. �SPT(SPLIT SPOON) SAMPLE ASCE-Exp�sron ndex+ � �BULK SAMPIE m TUBE SAMPLE CON -Consolidation PLATE A-7 � GEOTECHNICAL 60RING LOG s�+E� � of , M��ECT Np. 10T233 PROJECT NAME LUCKY'S • �ATE STMTEO 4 OROUNC EIEV. BORINCi OESIa. b�� CATE fINISHED 4/3/9d OW OEPTH lfT1 22.2o LOG(lE0 BY RAA ORILLER ORIVE WT. NOTE TYPE OF GfULL RIO OROP � ' �� -� __ J �� �j �� �' o g � GEOTECHNICAL OESCRIPTION �Z y�' �`�R � � �•• W �~ � � (� y �G� �� j O J �I A � �� SM/ML 3ilty and/.an0y Silt, dark brown, sliqhtly moist to moist, moderately de�seHirm. S5 S Coarse-9isined Ssi�d, Ipht pre�r with rust mottles, sliqhily 1.9 102.1 a R 39 ' SP �;st. mOderstely dE�SE. 5 Fi�e-to medium�rained Sand. 9�ey. moist, mode�ately 3.8 98.a 15 R 31 SP ��e. � Sitt, darlc qrey to black, moist to very moist, firrti to 41.0 79.6 99 CON R 14 ML miCaceous, tlumerou5 oryanics. HYDR 45 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �5 Mottled Silty Clay and coa�se-9rained Sar�, Clay is olive t 2.5 t 00.7 52 R >50 . � CUSP btpwn, sli�htly moiSt, finn, Sand is medium-to coarse-9tsined. Ipht��ey, sliphdy moist. moderately •dense. � .Gravelly$and f�om 13-1�feet. lipht ae�r, moist,- - - - -- timo0erately dense. � - -- ----- --- - - -- - - - - - -- - - - - - - - - - - • 2 Lean Clay, rusiy b�own, sliqhtly moist, very stiff to hard, 25,y �pp, �pp R >50 CL numerous carbon specs. � 22 feet, harder drillinq. 35 Z5 �25 feet, no sample, hammer bindinq.- - - - - - - - - - @ 27 feet, increasi�p drillirp diffictdtY. 3 3 23 � 30 feet, coa�se-yrained Sa�d, light fl�ey b�own, wet, � 23 SP moderately dense. 31 Total Oepth 1.5 feet. Wate�@ 22.5 feet. SAMPLE TYPES: Grou�dwater level �FiING(DRIVEI SAMPLE U 5-U dqt°�,:d��O.p�`t's°::' PACIFIC SOILS �SPT(SPUT SPOON)SAMPLE HvoR-H„��«��,a�,a�. ENGINEERING, INC. � BULK SAMPLE m TUBE SAMPLE ASCE-Expansion I�dex CON-Consolidatio� PLATE A-8 � GEOTECHNICAL 60RING LOG sHF� � oF , PAOJECT NO. 10 233 VROJECT NAME IUCKY'S • DATE STAATEO _� (� GIIOUND ELEV. 80RIN0 GESIO. 0-a OATE FINISHEO 4/4/9� OW OEPTM(FT) 20.50 LOGGEO 8Y RAR OWLLER ORIVE WT. NOTE TYrE Of ORII,L RICi OROP > � �� Z �� W � � o g � GEOTECHNICAL DESCRIPTION �� � ��"('�,��R � y p�- � O Z } —� W fb ul m ? � u� Q� �� j O �- 2 SMMIL Sandy ih, darlc brown, moist firm, micaceous. @ 2 feet, Silty Ss�d, 9rey. sliflhtiy moist. modetately --- 55 SM dense. 5 Medium-9rained Sand, lipht�rey, sGphtly moist. dense. 2.3 101.3 10 R >50 ' SP 5 R >50 : Sp F'^�-to medium-9rained Sand. 9rey, mast, dense• T.1 116. �6 � 4 . @ 10 feet, approximate 4' lense of lean Clay, moist, g firm. 13 45 �5 11.4 106.3 54 R >50 : Same as 7.5 feet. Z Medium-to cosrse-�rained Sand, fipht flrey brown, very 14.8 118. 99 R >50 - SP moist,dense to very de�se,wades coaru�with depth. Small amount of�ravel from 22 to 23 feet. 35 25 - - -- - - - - - - - - - - R 2a CL �25 feet, Silty Clay, olive�rey, stiff, some sa�d, 30.9 91.2 99 micaceous, sample is loose in ri�s. Total th . feet. Wate�1�20.5 fcet. SAMPLE TYPES: = Groundw�tsr Level PACIFIC SOtLS �RING(DR1VE)SAMPIE U��S-lh distD b�t!D%S�he�s�. 0 SFT(SPl1T SPOONI SAMPtE MroR-r,,,a.«,,,�..a,a�. ENGINEERIIVGi INC. �BULK SAMP�E m TUBE SAMPLE ASCE-Expanaio� I�dex CON -Co�solidata� PLATE A-9 � GEOTECHNICAL BORING LOG SHEET � oF , PROJECT NO. 102233 PROJECT NAME LUCKY'S , �ATE STARTED 4/4/98 GROUNO ELEV. 58.0 BORING OESIG. 8-9 OATE FINiSMEO 4/4/96 GW DEPTN (FT) 21.5 LOGGED BY RAR ORIILER ORIVE WT. NOTE TYPE OF DRILL RIG OROP W ~ C}'1 -� W� _= > �� N � oC7R "Y 2 O m �.. F- p W a o� W �� o = � � GEOTECHNICAL DESCRIPTION �i �Z N►-� � W �n m J '� �n �� oo � o ►- ALLUVIUM IQaI) SM/ML Sandy Silt,dark brown, moist, firm. 55 SM Fine-prai�ed Silty Sand, liqht prey, sli9hdy moist, moderately dense. 5 Fine-to medium-qrained Sand, flrey, sliyhtly moist, 3.5 107.1 17 R 46 SP moderately dense, occasional Sandy Clay nodules. 50 R �� SP Lost bottom 4 rinfls on withdrawal, medium-grained 2.3 91.8 8 CON Sand, liflht grey, slightly moist, loose. HYDR �� Becomes grey to da�k grey, moist, moderately dense, 12.g 101.5 54 R 24 SP slightly micaceous. 45 15 � �� ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - R >50 ML Sandy Silt, grey, moist, moderately dense. 35.2 84.8 98 @ 16 feet, increase in density as evidenced by difficult drilling. 40 - - - -- - - - - - - - - - - - - - - - - CUSC C��8 feet, Clayey Sand, olive brown, moist, firm. 2 Becomes firm. 12.6 120.3 89 CON R >50 HYDR 35 25 Coarse-grafne4, Sand, light brown, wet, very dense, 14.3 116.7 91 R >50 ' SP $�;9htly micaCeous. otal ept eet. Water @ 21.5 feet. SAMPLE TYPES: = Groundwate�Level � RING (DRIVE) SAMPLE MAX - Max. Density/Opt. Moist. PACIFIC SOILS UOS - Un�isturbed DirectYShear ENGINEERING, INC. �SPT (SPLIT SPOON) SAMPLE HYDR -H drometer Anal sis � BUIK SAMPLE 0 TUBE SAMPIE ASCE - Expansio� Index CON - Consolidat�on PLATE A-10 GEOTECHNICAL BORING LOG s►+E� � o� , , PROJECT NO. 102Z33 PRWECT NMAE IUCKY'S CATE 8TAATED / OlWUNO ELEV. 80RIN0 OESIG. e-10 DATE FINISHEO 4isroe OW OEPTH(FTI 20.50 LOOOEO 8Y RAR DlqLLEl1 OFIIVE NlT. NOTE rnE oF oau ao OROP p> O J s a � _ �� � � _ � � GEOTECHNICAL OESCRIPTION H� � <�`� � W m J � N QO �p y? O F- Zt� SMIM� 'S+�tY 5snd/5s�y Silt, dark brown, moist, moderately 55 ��1f�. sliqhtly micaceous. R `� � Fine-to medium-�rained Sand, G�ht p�ay. aliqhtly moist, - - 1.6 105.9 8 moderately dense, micaceous. 5 R 32 SP Moisture inCreesi�p Sliphtly. 2.a 99.4 11 R >yp .� gp 2.4 101.2 10 1 R s9 SP Medium-to coarse-yrained Sand, light grey, slightly 3.0 107.2 15 moist, moderately dense. 45 at 12 to 13 feet, material becomes somewhat looser. 15 R >50 Same as 10 feet. 5.9 110.5 31 4 2 R 24 ' �20.5 feet. Si1t, dark qrey, moist, tirm, miCacepus, 28-0 88.2 85 fxxTtefouS WBCk CaA�f1 StfWks. 35 S� CIaYeY Sa�d. areY, very mo�st to wet, fitm.- - - - - - - - - 25 R 35 • Medium-yrained Sand, yrey, wet, moderately dense, 20•7 >�•4 94 micaceous, some i�o�staininp. Wa er�@ 0.5 fe5et.et. SMAPLE TYPES: Gro�mdweter Level �Rl�,c ID�,VEI S,��E �� '�•o«�•nYbPt. Moat. PACIFIC SOILS �SPT(SPLIT SPQONI SAMPIE HYDR-H�yd u�tKDAna1.S� ENGINEERING� INC. �BULK SAMPLE m TUBE SAMPLE ASCE -Expansio�Index CON -Consolidstwn PI ATF A_1 1 GEOTECHNICAL BORtNG LOG saEFr � oF , PROJECT NO. 10Z233 PROJECT NMAE LUCK1f'S � GATE STARTED 1 OAOUNO EIEV. BORINO OESIG. e.t 1 CATE FINISHED 414!!s GW OEPTH(fT1 22.00 LOGGED BY Rpq O�LLER ORIVE WT. NOTE TYPE OF OfqLL RI(3 OROP � � I... g j J �� � Q C N �� � � � = g � GEOTECHNICAL DESCRIPTION y� � i��[�R i W � m ' n m �v �p y?� O F- �SMIMI �� andy Silt,dark brown,moist, moderately dEnse/fwm. SM �3 feet, Silty fine-�rained Sand, liqhter�tey, sliphtly moist, mode�ately dense. 5 5 2.8 106.3 12 R 4a SP Mediumyrained Sand, liqht prey, sliphtiy mois[to moist, moderately dense. - BeComes sliqhtty Coarser, moist. 3.d 1 10.1 19 R >50 : SP t 45 Clayey Sand, flrey b�own, very moist, fi�m, micaceous, 15.9 105.8 75 CON R >50 C� ��ades for medium-to coarse-9rained Sand, lipht p►ey, HYDR moist, moderately dense. 15 4 - - - - -- - - - - - - - - - - - -- - - - - - - - - - - - - - 4.7 100.7 19 R 48 SP Fine-to medium-fl�ained Sand, liqht arey/brown, mast, moderatdly dense. 2 35 R >50 - SP Becomes very moist, micaceous. 23.2 94.7 82 SClCL ��y��Y�Q�ey brown, wet, firm, mic,aceous, overlying 25 3 • 1/2 thick Silt lerwse, darlc prey, wet, soft to firm, R >50 SP `��s�onal orpanics. iron staininp on contaci with Clay. � 17.3 104.9 79 iNed���e��ea sa�d;da���ey, wei,��i►ae�'se: ' _ _ ota! th eec. Water 22 feet. SAMPLE TYPES: Groundwster Level �RING lORIVf)SAMPLE ��-Max.Oensit Yropt.Ma�t. PACIFIC SOILS U05-U�diaturbed D'aect Shear �SPT ISPUT SPOONf SAMPIE H,roR.H,,d.amd��,a,.�. ENGINEERING� INC. �BUIK SAMPLE m TUBE SAMPtE ASCE-Expansiw�t�dex CON -Conaolid�aon PLATE A-12 GEOTECHNICAL BORING LOG sr+E� � of z - PROJECT NO. 102233 PROJECT NAME IUCKY'S OATE STARTED / OROUND ELEV. BORlNCi OE51a. 8-12 OATE FINISHEO OW OEPTH (FT) 22.00 LOOCiEO 8Y RAR ORILLER ORIVE WT. NOTE TYPE OF DRILL RI<3 DROP Y � p ? J �� "`f 2 W 2— �� � s ; o � °0 GEOTECHNICAL OESCRIPTION H� ~ <�� o F �r W F. Qm � � y �U �W y F- W G� � J VI M SM/Ml 'Ity and andy Silt, dark b�own, moist, moderately dense/firm. ����eet, iine-�rained Sand, lipht prey, sliqhtly moist, SP mode�ately dense. MAX 6 • HYpR 5 ASCE 5 Medium-9roined Sand, liqht prey, sliphtly moist, 2.0 105.1 12 DS R 47 SP moderately dense. CHEM 45 � 10 � 3.3 110.8 18 R >50 : SP Occasional carbon specks. 4 15 1 1.0 97.8 42 R 39 SP Grades to fine-yrained sa�d, li9ht prey, moist, moderately dense. 35 2 Sitty fine-9rained�and/�andy S'+It. prey. very moist, - - - 30.2 87.1 89 R 20 ' SP/SM moderately dense/stiff, micaceous,trace of or�anics. Water� 22 feet. 3 25 Medium-to coarse-y�ained Sand, grey, wet, moderateiy 22.5 101.9 96 R 28 SP dense, micaceous. 25 3 2 • 1 ft. lense of Silty fine-flrained Sa�d%Sand, da�k prey, � PT � : SM/SP �M,Ct, moderately de�se, micaCeous. � >> SP �oarse=y�ained�a�d,Tiy�t browri, wet,-mode�ate�y dense.� F�om 30 feet down, Sands 'heavinq' into auger added head of water to keep sands from flushinq into auqer. 2 35 �0 . No recovery, minute amount of coarse-g�ained Sand in � Z� SP spoon. 29 15 � SAMPLF TYPfS: Groundwste�Level �RING(ORIVE)SAMPLE �� -M�x. DensitY/apt. Moist. PACIFIC SOILS UOS-Undisturbed Direct Shear ENGINEERING INC. Q SPT(SPLIT SPOON) SAMPIE HYDR-Hydrometer Anal, i �BULK SAMPLE �TUBE SAMPLE �CE-Expansio� l�dex CON - Consolidation P( ATF A-1'� GEOTECHNICAL BORING LOG sHe� z oF z PROJECT NO. 102233 PROJECT NAME IUCKY'S DATE STARTED / �ROUND EIEV. BORING OESIO. e-12 �AtE FINISHEO GW OEPTH (FT) 22.00 LOGGED 8Y RAR CRIU.ER ORIVE WT. NOTE TYPE Of ORILL RIO OROP r } '��e --> z Z� W C � ? 0 �� �tl� Q W N �� � �� ; o g � GEOTECHNICAL DESCRIPTION NZ � ��S�R F W C•• W M_ m ~ •C� N �V ��W �`�` C f. J 3 • Medium-to coarse-9rained Sand, qrey brown,wet, very 31 SP dense. 48 1 . 45 �a Very coarse-p�ai�ed Sar►d, light 9rey, wet, very dense. PT 23 SP 31 From 47 to 50 feet 3/4 to 1 inch sub�ounded to rounded �ravel. 5 50 � PT 42 _ SP Becominq medium- to coa�se-9rained at 31 feet. 0 for ' Total Oepth 51.5 feet. Water� 22 feet. SAMPIE TYPES: = Groundwater�evel pqCIFIC SOILS �RING (DRIVEI SAMPLE �� -Msx. �ensit /�pt. Moiet. uos-u�d�t�.b.d Uirect Shear ENGINEERING INC. � SPT (SPLIT SPOON) SAMPLE HYDR •Hyd�omete�Mal. � � BULK SAMPLE � TUBE SAMPLE ASCE -Expansion Index CON - Conso�idatio� __ P�ATE A-14 GEOTECHNICAL BbRING LOG �+� � � � � �cr No. �a�,— �+o.�cT w►ME IUCKY•a OATE s'TM'TEO OROtNrO ELEV. dOR�NG OEs10. �-1 s OATE fINISMIED 4NHd OW OEPTN(f'TI lOOf3EG dY AM ORILLER DMVE WT. NOTE TYi�E Of CRILL Itla OROP �y,�� � g � � � �� � s�y � �' g � GEOTECHNICAI DESCRIPTION ��� F a S W �M� Q � Q N � � p 1- w � � G� SMIUAL Sittjy���Y Silt. darfc brow�. moist. modentely 55 � '��ta���rained, lipht��ey, masL moderstely - - - ��. ���c�. 4.6 t OT. 20 R 3a 5 5 R >50 .: . SP 6adin0 sliphW coarser, dense. � Becomes mtdium-to coatse�nined, liqht qOlder►brOwn. 3.7 10s.9 19 R >50 � SP �IiqMly moist.dense. o . eet. No watet. SAMPLE TYPES: G�oundwatw Lsvel PACIFIC SOILS �RING fDRIVE)SAMPLE �'Max.OenaR /Opt.Moist. uos-u�ea��,b.a�i..�sh..� ENGINEERING, tNC. [�$]SPT ISPUT SAOON)SAMPLE HYOR-Hyd�ometer Mal. ASCE-Expansion Index p� pTF A-1�i rl RI II K GAMP1 F (Tl TI IRF SAMPLE rn�� r.......�..+.•,,... GEOTECHNICAL 60RING LOG �+�* � � � • /ROJECT NO. 10 �� M10.�ECT NAME IUCKY'3 OATE sTM'TEO �_— OROtJNO EIEV. �0111N0 OESIG. d-1� DATE FINISHEO _� GW DEtTM IfTI 1000E0 OY RA�t p�y�R ONVE WT. NOTE TYPE Of ONLL 1110 Dl10� � $ � � � Z � g � GEOTECHNICAL OESCRIPTION `' � � �a '�.. W � t7 N � O F � ' � � � SMMIL �ry�S�MBsndY Sitt,dulc brown, moist. moderstely 55 '��� `�nd. lipht oroY, sliqhtly moist. dense. ----- - 1.6 10�.� a R >50 = SP 6 2.5 103.7 13 p >5p BeComes ti�e-to medivn�nined. 4.a �os.� zz R >50 : ' Total Depth 9.5 feet. No water. SAMPLE TYPES: O�ounAwater Level �wNo cowve�s,u�� �oS:��.-����. PACIFIC SC�ILS �SPT(SPUT SPOON)SAMPIE HYOR-H„d.�.�«�. ENGINEERING, INC. � BUIK SAMPI.E �TUBE SAMPLE �CE-fxp�nsion Index CON-Consolidation PI ATF A-1 R GEOTECHNICAL 60RING lOG �+�* � � � . MOJECT NO. 1 s �� LUCKr�s eOR1N0 CE�ta. a.�6 OATE S'f+�lITED OATE fiMSMEo flW OE►TH IfT1 1 s.oQ LooOEO,r IWl p� 0/pVE WT. NOTE TY�E OF ONLL NG � � y � ''�_ �� � �j � � GEOTECHNICAL DESCRIPTION �, � � � �� � � � o � � � �� SUA �in0,d�c b�irow�, moist, moderately dense, occssionsl cobbles to 4 feet. �5 � �d. Npfk Orey brown, moist. R >50 SP �������1►�denie' No recpvilry povd'irq on rocic. > >a.s 9a.s aa R >� - 8ecomes fine-to medium-qrained, liyht prey, dense. @ 12 feet.material becomes softer. � Silt,da�k preY,moist, firm, rtticaceous, trace of or�anics. 1 39.0 T9.6 96 R � Water� 16 feet. gp Coarse-pained S`aid,prell,very moist to wet, dense. --- Fine-to medi�xn-9qined Sa�d. ��9ht b�ow�to flrey, wet, t a.! 109.5 9s R >50 :� SP denSe.sfiQhW miCaceotn. 6�ades coarser, becomes li�ht broMrnish prey, moderately R 4a • dense.mica corKent decreasirq. o . feet. Water O 16 ieeL SA�l�LE T�AES: Grou�dwatw level PACIFIC SO1LS �1��fiIVE)SMAPLE UDS-lk�id"at�wb d Dirrct S��� �s�r�uT s�ooN,s�� HYOR-H,,a.a,,,r«,a,,,,_ ENGIWEERING, INC. Q BI�JC SAMPLE m TUBE SAMPLE �CE-�p����d� Pl ATF A-1 7 CON-Co�soHdata�+ � GEOTECHNiCAL BORING LOG �+� � � � n�o.iECT No. �o s� n�o.�cT wu� wacrs __,ONNO OESiG. e-�e � o��aT�Eo ow°�OUNDOErn+�i — 2.�oro �oc�c�o eY �w+ o�rE Fi�►s�+Eo p� OAIVE WT. NOTE rnE oF oNu�o o+�� } �'j� � � � GEOTECHNICAL DESCRIPTION ��.,, �� � � o x � o� C J �.. O y � � O � �i. 5uA t�r n0. a/1c OrOWn, mOist. mOderaLely de�se. gp Fr�s-to�ned Sand, ipht pteY. mo�st. - - --- - mo0e�stdY dense. 5 p 5 fAe�t,bscomei s�phNy mast. sWp�dY m�caceo�. 3.2 104.8 15 R 3� Becomes pr'eY brown. 9 � SandY Silt�►. pr�v. mast. firm,sfqMfy micaceous- - - - -- 1 45 � $itty Sand.qro1l.moitt, mo0�'ri'sl�de�e.rt�ca�o�• a.9 100.8 29 R 32 s�w��nyrp,trsce of orpanics.pradinp coa�se�with �P�- •��1 13 feet, hatGe,�drilGnp. - - - - - ,• gp Mediun-q�ainea Sand. Ipht qrell. rnast. mo�e�atdY dense. 15 4.9 t Od.� 2L R >50 � 35 �rn-tp cosrss�rained Sard.fpM prey. moitt,ve�l► a.5 11� 5� R �So �� ' � dsnse,occssionM wbround to subsnpulsr.Onv�l to 3/t•. Watu at 22 feet. @ 23 feed,easier drillinq. Z5 No rCCOvall. sample in spoo�very loose. Clayey Sand. R 21 SC prey,weL 3 � �� 4' Lo 8 ' br�se ot interbedded Cta�ls and Sands.with pay 4 beirp prey,wet.frm. Ssnd is polden brown tu�. msdNs���o ooarse�sinsd.wet.tracx of subrounded 25 •0��to 1 R' Pessib�Y ovexdro+re san�ler. --- s . -----��d.9�1eY,Wet.modetstElll�Se. 16 � miCaCeOus. 20 . feet. Watd�22 feet. ��TM�s: °'°�"a"'a«�""� PACIFtC SOIIS �w�,c���vE�s�e uos:u�`�,�.c-'�,e:e��i s"i e:" p sar�s�s�ooM sA,�+�e �+Ycw-H,�a.«�,,.�«�„�. ENGINEERING, INC. �euuc s��E m TUBE SAMPLE pN�„�;'•�,��" PLATE A-18 GEOTECHNICAL BORING LOG :+�+� � � � N10JECT N0. 1 � rlIO.IECT NAME tJqCY'S � OATE S?'MTED �p� ORO�JfrO ELEV. S01pN0 OESIG. a.t� CATE FM�IfMED �4���g__ OW OEPTN(FTl LOOGEO sY RA11 OAIVE WT. NOTE TY*E Of ONLL RIO Ol10P � g � , ta � � a � � GEOTECHNiCAL DESCRIPTION �� �W � 'L' � � � � y � � Q H � 6� SM . brown. sliphdy moist to moist, d�nte. R 29 � •������•����• ��t to ��.4 76.7 99 moist,mode�s�telY dense. 5 San1e 3.1 105.a 1 S R 37 - R 47 : Moistve increasi�q sliphtly. _ >>.Z 9a.e ss Total Oepth 9.5 feet. No water. SAMPl.E TYPES: Cuoundw�ter Lev�l (�w��owvE�sa�+� �5:���%�, PACIFiC SOILS p spr rs�.rr sPooN�sa�� HYOR-Hy�dran�t+i Mal. ENGINEERING, INC. �BULK SAMPLE m TUBE SAMPIE ��-��s1Of1�� coN -c«,mud.c�«, PLATE A-19 GEOTECNNICAL BORING LOG saE� � oF , rno.�cT No. �o sas �o�Ecr wu� wacr�s ' o���r�o o�ouNo a,tvv. eowNo oEs�o. s.�s o��e��aEo ,�_ ow�rra� �000Ec eY ti►n TY►E Of 0lIILL!q0 p�p'�' NOTE � $y $ � � �c a �� � � 3 � GEOTECHNICAL OESCRIPTION ��R � � � � � � � � �� o � a sIN e�r . c •roMm, moist,modenteh►aense. gp Fine-to me�liixt�-pisined Sand, lipht preV. slphtly moist, - - modentelY dense. R 31 1.0 103.4 4 5 I�Aoisture irxxeasinp siiphtlY. moderstehr�se to dense. R >sp • 3.3 t 0a.7 17 1 R >50 - Becomes moiSt. �.1 /11.3 22 Total Oepth 10.5 feet. No water. SA�APLE TYPES= GroundwaRw�,�vei �wr�iowv�saw� �Ax-�.o«, � po�.M�. PACIFIC SOILS uos-u�a:�.s�..�e sn... o spr�s�sPooN>s�� NYGR-Hy�remrt�r Mal.s °" ENGINEERING, INC. �BUUC SAMPLE �TUBE SAMPIE �CE-Expan�iw�Index CON-Conaoidacio� PLATE A-�(1 GEOTECHNICAL BORING LOG :++E� � o� � . n�o.�cr No. � ww.iEc�r wu� wacr�s OATE:TART� _ OROUNO E�EV. tO1qNO OESIO. d-t s OA7E FINI�NEO „_ OW DErTH IFTI LOOOEO SY RAN OIpLLEl1 OAIVE YYT. NOTE TYPE OF DlYLL!tlG OAOP J � GEOTECHNICAL �ESCRiPTION �� �'� �a � � � � � � � a � � � � a sM �����►�, �n�w�to�. sP �ws��. �wM a�ir.s�pMh►mas� -- - -- - �.� i oo. a R-vK S R 21 ��� �M s S Grades sfi�Atfy finer. 2.� �s.! 10 p K R >� •� Grades sliqhtly Coarser, becomes�e�r. - 3.0 113. ta Total Oepth 9.5 feet. No water. SAMPIF TYPES: Groundw�ter level ��r,c mwve�saw� �:������. PACIFIC SO1lS �SPT ISPUT SPOON)SAMPLE ��_�p����.�. ' ENGINEERING, INC. ($�] BUIK SAMPLE m TUBE SAMPIE CON-Consolid�tion P L A T E A-2 1 GEOTECHNICAL BORING LOG u+� � � � Pl10JECT NO. 1 � MOJECT NAI� WCKY'S � OATE:TARTEC GIIOUNO ELEV. SOAING OESIO. 6-2a OATE FIMSMIEO GM�OEr'TH IfT! LOGGEO BY RAR pp� ONVE WT. NOTE tr�of aau ao o�o� � } � �� 5 � � � � � � GEOTECHNICAL OESCRIPTION � � � � v �, � o � ;$ � � SM �y�nd�sAc brown, mois� modentefy dense, 55 ��� d.• 114. 41 R 3� 6 SittY Sard.IqM WeY b�'uwn. moisL rtwdenteFll de�ss. 5.� 10d. 27 R 3s S�A �ry micscsous. �i�ed Ssnd. NpM 9roY. s�qhth moisL- --- --- � R � � �• _ 2.0 103.7 1 Total Oepth 9.5 feet. No wat,er. SAMPLE TYP£5: CxoundwatK lev�l �wNc cowve�s,uu� �S:����• PACIFIC S01LS m s�►r�s�saooN►sn�� ►+iroR.H�.«�cw�,.i. ENGINEERING, INC. �suuc saw� m TUBE SAMPLE ^SCF-�p'""'°^i^a� coN-C«+soC�eaea�+ PLATE A-22 GEOTECHNICAL 60RlNG LOG �++� � � � . n�o,�cT No. �o as r�o.�cT ww� wacr�s OATE:TMTED OIIO�N�O E�EV. SONNO CE=10. e-Z1 OATE FII�sM1EC 3W OE�TM IFTI lOOGEO�Y MN ppyE yyT, NOTE T1frE Of ONLL WO 0lIOr � y � �° � GEOTECHNICAL OESCRIPTION t� �� �� z � s � o � � � � � a g � s� s��a. �o��,. ��+„�. s a�. li >so Gades si'iohtl�r coxse.. du�se.---- ----- - - - - --- e.7 t t s.s 40 5 R 20 ���M�• Fine-�tained Sand, �e11. moist. moderatE�Y de�e� �irq 19.0 91.5 a2 � R 28 ' SP finpt with deqth.vtry miCa�xous. Total Oep�th 10.5 feet. No water. SAMPLE nPEs' G��wn��'OVO� PACIFIC SOiIS �wNo ro�v4 saN� -�.o ro�.Ma�. u°S-"^d�,�.'�'�.«�s�►.'. 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CONSOLIDATION CURVE +�3��ss wr.crw�ss,c.�►soa3o„a_zso-ono W.O. 702233 DATE 5/3l96 PLATE C-5 � ORANQE COAST ANAL Y7/CAL, INC. ' 3002 Dow, Suite 532� Tt�tln. CA 92680 (714)832-006�4, Fax (714)832-0067 Pac�t�c So�Zs C1�ent Project ID: ATTN: Mr. Keeney Van Horn Client Project �: 102233 10653 Proqress Way Cypress, CA 90630 Sampled : 04-17-96 Sa�ple D�escript3on: Soil Received: a4-17-96 .�lnalysed: 04-23-96 Laboratory Reference f: PSE 7333 Reported: 04-23-96 �LKALINITY (EPA 310. 1) Laboratory Client Sample s�p1Q Sampl e Resu1 t Aumber Number (�9/k91 (PP�1 96040390 B1 0-5' 81 96040391 B5 5-10' 44 96040392 B12 3-5' 38 96040393 B19 2-5' S6 Detection Limit: 10 Analyte reported as N.D. was not present above the stated limit of detection. ORANGB G�OAST AAALYTICAL ��!:%�`.i!y� • -- !lark Poorani Laboratory Director �rE o-� . ORANGE COAST ANALYT'ICAL, INC. 3002 Dow, Suite 532, Tustin. CA 92680 (714)832-0064, Fax(714)832-0067 Pac.it�c So�Is Cl�ent Project ID: ATTN: Mr. Keeney Van Horn C1�ent Project f: 102233 10653 Progress Way Cypress, CA 90630 SampZed : 04-17-96 Sa�pZe Descr�ption: Soil Rece3ved: 04-17-96 .�lnalyzed: 04-17-96 Laboratory Reterence �: PSE �333 Reported: 04-23-96 SULFATE jEPA 90381 Laboratory CZient Sample Saisple Sample Resul t l�umber Number {mg/kg) (PPm1 96040390 B1 0-5' 25 96040391 B5 5-10' 23 96040392 B12 3-5' 28 96040393 B19 2-5' 39 Detection Limit: 2.0 �nalyte reported as N.D. was not present above the stated limit of detection. ORANGS Gj01l.S'T ANALYTICAL C�''.�'� ������v Kark Aooraru Laboratory Director �� o-2 . ORANQE COAST ANAL YTICAI, lNC. 3002 Dow, Sulte 532, Tustin, CA 92880 (714)832-006a, Fax(714) 832-0067 Pac���c Soi1s Clfent Project ID: ]�TTN: Mr. Keeney Van Horn Cl�ent Project f: 102233 10653 Proqress Way Cypress, CA 90630 Sampled : 04-17-96 Sa�ple Descr�pt3on: Soil Rece�ved: 04-1'7-96 a�lnalyzed: 04-17-96 Laboratory Retereace f: PSE 7333 Reported: 04-23-96 � (EPA 9045) � Laboratory Client Ss�p1e Sa�p1 e Ssnp1.e Resu1 t Xumb�er Pumber 96040390 B1 0-5' 7.2 96040391 BS 5-10' 6.7 96040392 B12 3-5' 7.0 96040393 819 2-5' 6. 6 OR�l1�TGB C�OAST APALYTICAL �i�i!%.(�� - Nark Aoorani Laboratory Director �� o-,3 ORANQE COAST ANALY77CAL, INC. 3pp2 Dow� 3Wte 532�Tuatin� CA 92680 (714)832-0064, Fax(714) 832-0067 pC OATA REPORT /lnslysis : k�o�0� Wit�of Ant�Y+�s : 04/17/88-04/22/96 L.al�oratal►SsmPM� : 96040390-96040393-96040398 �s�y li�f�rw�a No : PSE 7333 �� p� � Mg �p Pit1 PR2 RPO Ippn) lppml �ppm) tPPm� % 96 96 A�� gp 1Qp 190 180 110 t00 5 Chlo�id� �40 �pp 2gp 250 120 110 4 Su�faa 4.2 �0.0 14.0 �a.5 98 �03 a p�finition of Terms . � Rt � � ��� �p �p�C�Conantratio�AdcNd m Sample MS Ma�x Spk� R�s� MS� Matrix Spike Oup�icate Rewlts pR� penxnt Recovery Of MS: {(MS-R11 /SP} x100 � pq� peroent Recovery Of MS�: {(MSD-R1) / SP} x 100 �pp pNatiw p�t piff�e�o�: {(MS-MSO) / (MS+MS01} x 100 x 2 QRANGE COAST AN�►LYTICAL �i���ii� ' . MAHtC NOORANI L.aboratorY Director PLATE D-4 . ORANQE COAST ANAL YTICAL, INC. 3002 Dow� Suite 532� Tustl�, CA 92680 (714)832-0064. Fax (714) 832-0067 Pac�t�c So�ls CZ�ent Project ID: ATTN: Mr. Keeney Van Horn Client Project f: 102233 10653 Progress Way Cypress, CA 90630 Sempled : 04-17-96 Sa�p1e Descr�pt�.on: Soil Received: 04-17-96 Analysed: 04-22-96 Laboratory Reterence f: PSE 7333 Reported: 04-23-96 y j�RIDE (EPA 325. 31 Laboratory Client SampZe Sasple Sample Result Xu�eber pumber !m9/k9I (PPm) 96040390 Bl 0-5' 150 96040391 B5 5-10' 150 96040392 B12 3-5' 100 96040393 B19 2-5' 140 Detection Limit: 5.0 Analyte reported as N.D. was not present above the stated limit of � detection. ORall1TGE COAST APALYTICAL (i�%������ • lfark Noorani Laboratory Director �a� � Ll3,TI1VLwTE BEARING CAPACITY B DqKh. Df i p���w� Adiv�e rrr,s�n+e wedge � s�wea� ��.�cc�FoxMu� sa;�Foo� �=c xc+o.s 7 s rr�►+Y nc�= 6,a9a � Circui�t Footiog Qu= 1.3 C Nc+0.3 Y B N�r+y Dt(N�= 7,3 SO p�ff Sq�acr Footiog Qu= 1.3 C Nc+0.4 Y B Np+Y Dt(Nq)= 7,574 p�f Wha+e: B=Footiog Width= 1.0 R Df=StQ+c�arge Depth= l.S B. Y=Ueit Wag6t af So�= 100 pcf +=Aag�e vf L�ternd Friction= 30 degrees F�l C=Coheaion= 100 psf �B C�Y Facton . Nq= 13 NY= 22 Nc= 30 For Strip Footi�we an A�owabie Be�ring P�sure of= 2,400 Psf Bued an a miaimum footieg widtr of= 12 inches aed a mioia�um f�ooti�g dq�th of= 18 inches PLATE E PaciSc Soila Engin�ering, Inc. wo�t o,,aa ioz� sr� ON-SITE �� A�IATERIAL �1M�,AR �IATER/AL �As o�p�and b�r N S 13� • p�tc1 sofls �nOtr�►•I - waruw�t, ca�oE oa a�waav� c��+crEo Fu�. C�L�N / � N�EE,P HO�.ES(To droin aboNt Rn1�l�e0 wrtoa.) TYPI��#l�. R�TA�IN�V�G V��L.L �DiETA1L EOUJ1�14i.ENT FLWO OENSRY SLOPE A80VE WALL lOESIGN V�1LUE*1 LEVEL 301bs./cu.ft* 2�1 43�s./cu ft.f ls=1 351as./cu.rr.* � �aod rs ios.i��.rr. ra �� aoa�r�i Plate _� t Phis c�lo�rances tar arry wncnor�es PAGIPIC SOIL8 LNOINE�AINO, INC. ,oss�..+oar�ss�wrv cvw+�.s. c.�roswu► n..��o-o�To W.O. � �DAT! �, � �U�'(JItAL PAVEMENT CALCUI.ATIONS . �° �t soa.s�v�.vs,A a.A ,l,��c a��ac,'n. GRAV�L tQOI�ALZr1'T('I'O'TAL) � �.l3f4t'1�(100-1U �,r�,pR'N,,)�0.03s4(4.Ox10a�0)� 922 D�� D��G 7iQCiCNLgS �GGAT+GA'R 1ASZ kVALt)`"'1= (CL.ASS II OR ZQ�ALZ1r"n �A�"0.03i4(�•���P�P�d���AC thidcaat• •�'j'I>f.0,Add 2.4 tactiee b C�(AC� �A��2.3(3.14/i'[Y'0-S s 2.s(S.1N�.0)"O.S�2.x3 �E � C UYF1t a 33ER.S0= 1.35 �� U'S� 3.00 II�CS�.S DLSIGN BASL�� gQ�GRADt FrVALUZ= IY �s G'�TAI+�'G�� �wg)=9.22-T.SO s 1.72 II�It�S �Ag�= 1.10 � �,p INCHIES LAYF1t�1.7?/l.l�1.36 II�S C� 7,3p A.G 3.�0 (2.50)s 6.60 A,f„ i.lA (1.10)= 14.10 > 9.?2 �,'lIRPiA1't�N A.G 1.N (2.30)= 10.00 � � (1.10)_ .�-�a10 � 9Z2 14.10 plate G-1 pacific So�s F�Bine�nS��c. Work Ord�r 102233 ��' �U�;�JRAL PAVEMENT CALCULA'1'IONS N SD1G��t SOII.S�VALUt+A' S.� .��n�c,n- GRAV�L�Q1�ALZPiT(T01'AL) ' �.�x100-� �r,��prrAt,)=0.03E4(S.Ox100-40): l 1.52 Qd(�•S D�SIGH A.C.ISICI�ILSS AGG�T`fA3�1rVALU��7� (CL�A33 II OR ZQ�ALZN'n t�(�'"0.03i4(S.OxlOb�7�: 4.?2 II� •1f'Ti>a.0,Adt12.4 LcJ�e�b GE(AC�fo��P�'P°�af�el� AC� (�A��2.S(3.14/IZY'�•s`2.s(S.lUS.Oy'O.S�2.33 OS� Z.S6 C I.AYFR s 4.22R•SO' 1.69 � OS� 3.00 �IC�.S p�IGri sASt'T� �p�ADt�VAW�• N G��.�('1'OTAL)-GZ(AC? (�(��11.32-7.50=�.02 II�iC�S ��= 1.10 � �„Op IWC'HZ.S LAYER=4.0?Jl.l=3.63 IIdQ�S �Y 7.J0 A.C. 3�N (Z-�)= 6.60 �, i.M (1.10)_ __,__ 41� > 1I.S2 AL'I't�PIA'i`SZ(."�Pi A.G 4.N (2.30)� 10.00 �, I.M (1.10)s 4.�0 14.10 > i1.S2 Plate G-2 Pa�cific So�s Fagino�ing, �• wo�a,aa 1� sr3ro� STRUC'TURAL PAVEMENT CALCULATIONS SD1G�L SOII.S R-VAI,OE.R� r0 TRAI�IC�1DZX.T[� fr0 Cs1tAVtL lQUtVAI.�PiT(TOTAL) � �9�1i1(TI)(lA�-I� GE�POTAL)=0.03a4(6.Ox100-�0)• 13.EZ a1C'��.'S D�SIGN A.C.TffiCiaiZS.4 AGG�GA't'��A.4E�VAI.D�•7i (CI.A�SS Q OR t,QOIVALi.N1') (iB(A�t,r�0.03a4(6.Ox100-7i)� 3.07 D�.S •If'IT>a.0,Add 2.41�cra b QE(AC�tor fie p�pae d�ei�tre�AC thid�aas. (�if�ACy�2.3(5.1�/1'Iy'0.3=2.3(3.14�6.Oy'O.S=2.31 IISE ?.31 C I.AYER=3.07R.31= 2.Z0 IIJC�F.S USE 3.00 QYC�:S D1'.SIGN fA3Z TffiCKNLSS SU�G1tADZ 1t�VALDE= IA c�(M=c�fi'oT�.)-c�(wc� GE(A�=13.i2-6.93=6.E9��S (�A8)= 1.10 L.AYFR=6.�11.1=6.26 II�IQ�S USE 7.�0 INCSLS CHCCK A.G 3.e8 (2.31)= 6.93 A.f. 'f.A9 ( 1.10)= 7.'10 14.63 > 13.82 AL?ZRNA7Z S!�(.'TION A.G 4.9� (231)= 9.?�4 �.s. s.ee � ►.io�= s.so 14.'f4 > 13.82 Plat�e G-3 Pacific So�s Engineering, Inc. Worlc Order 102233 SJ3196 �TRULT[,T1RAL PAVEMENT CALCULATIONS SUDG�AD�SOQ..S�VALZ1t,A� N ,TRAI�IC�ZX.,R� 7.� 4'AAV�L ZQUiVALZNT('I'OTAL) � �.�i4(Tn(100-R) �(1�pri'AL,)•0.03a4(7.Ox100��0)s 16.13 Q�IC�iES DlS�A.0 THICYNL�S AGG�tG�A'i'`��'VAtA�•7S (CLAS4 Q OR ZQIIIVALZN'1� Gg(�'•9.03i4('f.0'(ld�?�= 5.91 IId(I�h�•S •If TI>a.0.Add Z.4 Lcie�b t�(AC�br tie P�eP�ddaa�ai�t�e�AC tridcna�. (�AC�=2.3(3.14�/I'IY'O.3=2.3(S.IM.0)^O.S=2.14 USZ Zl� AC LAYFR=5.91R_14= 2.�6 DICHES USE I.OA II�ICHPS Dt�GN SASz Z'�Q�SS SU�G�ADE�VALiR� M ('�(A�•G�'OTAL)-GL�(AC� (�(A�=16.13-=.36=7.37 Q�iCI��.S (�AB)= 1.10 I.AYFR=7.37/1.1�b.it II1t�S Uf� T.N INCHLS � 8.36 �G 1.N (Z.14)_ A.� 7� �1.1��s 7.� 16.26 > 16.13 IRI.'1'L�iATt S�C'i'ION A.C. SN (2.1�)� 10.70 A,S„ 3„M (1.10)= 61� � 16.13 Plat,e G-4 Facific Sa1s F�ine�ing, Inc. w.rt o�io� � ST1tUCTUItAL PAVEMENT CALCULATIONS svec�uns soas�v�wt,R- +o TRAtP[C D�tpp(,'['�• RA GjtAVCL LQIIIVALZPIT(TO'TAL) � A.03S4(TIx1A0-R) GF.(P0�'AL)=0.03E1(S.Ox100-10)= 1E.43 INC'I�S DiSIGN A.C.'iffiCYNL4.S AGG�GAIZ�ASL R VALIIL•?i (CLA.SS Q OB�QiJ1VALCNi? G'�(AC'r=0.03E1(i.Ox100-7i)= 6.76 D1C�S �If TI>a.0�Add 2.4 vc�es b G�(AC�fot 1lie pittpoa dd�aia=the mimmom AC tbidmes�. Git�AC7=2.3(5.14/I'ty'O.S�2.3(S.l�/E.Oy'0.3=2.00 IISE 20A AC L.AYIIt=9.16/2.00= I.S8 WC'.E�S USE 5.60 Q�ICHLS DL4IG�I fA3Z'IffiCIQ�LSS 3D�G1tAD��-VALIIZ� N GZ(A�'Gu!'O'I'AL)-GL(AC� C�(AB)= 1i.43-10.00=E.�3 D�1(�S Q�AB)= 1.20 i.AYFR=5.43/1.1=7.66 II+iC�ff.S 03Z �N INC�.S CHu,Y A.G SN (2.00)= 10.00 A.f. �N ( 1.10)= 8.'0 Ia.�O > 1s.43 ALIZRNA'iZ SSCI'ION A.C. f�.M (Z.00)= 12.00 A.s. f.N ( 1.10)= 6.60 18.60 > 1s.13 Plate G-S PaciSc Soils E�gineering, Inc. 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