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05-5300 (SFD) Geotechnical ReportV re 7 Sladden.Engi.neering 6782 Stanton Ave. -, Suite E, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 Apri130, 1999 MSG La Quinta Homes, LLC 20700 Ventura Boulevard, Suite #128 Woodland Hills, California 91364 Attention: Mr. Larry Greene Project: Tract 29125- Riviera Drive PGA West La Quinta, California Project No. 522-9038 Ref: Soil Engineering Report prepared by Buena Engineers, Inc. dated April 17, 1986; Job No. B -14413-P3, Report No. 86-04-209 As requested, we have reviewed the above referenced Soil Engineering Report as it relates to the proposed development of the residential lots along Riviera Drive within the PGA West development designated as Tract 29125. The lots are located along the Arnold Palmer golf course. In addition, we have visited the site to observe the present conditions. The lots were rough graded during the initial grading of the adjacent Arnold Palmer Course. Rough grading included overexcavation and recompaction of the native surface soils along with the placement of engineered fill material to construct the building pads. Overexcavation extended to a depth of at least three feet below natural grade or four feet below pad grade as recommended in the referenced Soil Engineering Report. Fill soils consisting of native silty sands were obtained from the nearby golf course cut areas. Observations and the results of compaction tests performed during rough grading are summarized in Report of Observations and Testing During Grading prepared by Buena Engineers, Inc. Based upon our review, it is our opinion that the recommendations included within the referenced Soil Engineering Report remain applicable for the design and construction of the single family residences proposed for this phase of the project. The structural values (including bearing pressures and lateral pressures) recommended within the referenced Soil Engineering Report remain valid for the design of the residential structure foundations and the related site improvements. April 30, 1999 (2) Project No 522-9038 Because the lots have been previously rough graded, the remedial grading necessary at this time should be minimal. In our opinion, the overexcavation performed during the initial rough grading has adequately addressed remedial grading criteria and additional overexcavation is not warranted. The existing pad surfaces should be cleared of weeds, grass and loose soils mounds prior to grading. The exposed surface should be scarified, moisture conditioned and compacted to at least 90 percent relative compaction. Any fill material should be placed in thin lifts at near optimum moisture. content and compacted to at least 90 percent relative compaction. Compaction should be verified by testing. We appreciate the opportunity to provide continued service to you on this project. If you have any questions regarding this memo or the referenced reports, the please contact the undersigned. Respectfully Submitted, SLADDEN ENGINEERING Q0.pFE8.41 • Brett L. An r on ��'��' F��o Principal Engineer � m No. C 45389 Exp. 9-30-2002 clW- OF CAl1F�� Copies: (2) MSG La Quinta Homes, LLC (2) Coachella Valley Engineers Slodden Engineeting iw BUL21111 Ennineer5,tnr. 1731-A WALTER STREET April 17, 1986 Landmark Land Company P. O. Box 1000 La Quinta, CA 92253 VENTURA, CALIFORNIA 93003 - RE: Proposed Nicklaus -Dye Courses PGA West City of La Quinta, Riverside County, California PHONE (805) 642-6727 B -14413-P3 86-4-209 Presented herewith is our Soil Engineering Report prepared for the proposed Nicklaus - Dye Courses at the PGA West development located near Airport Boulevard and Madison Street in the City of La Quinta, Riverside County, California. This report incorporates the tentative information supplied our office, and in accordance with the request, recommendations for general site development and foundation design are -provided. This report completes our scope of services in accordance with our agreement. Other services which may be required, such as plan review and grading observation are additional services and will be billed according to the Fee Schedule in effect at the time the services are provided. Please contact the undersigned if there are any questions concerning this report or the recommendations included herein. Respectfully submitted, r BUENA ENGINEERS; IN�1Reviewed and A Richard M. Beard iG �-' CE 2` c,5� r d E. Bra Soil Engineer , ExF 12; 'lI� g $q4 Engineer RAMB/JTD/ms ' X-20 SER �` l'r�;�� .•/ Copies: 8 - Landmark Lahti G;: 2 - PS file 1 - VTA File VENTURA (805) 642-6727 BAKERSFIELD SANTA BARBARA ,er•r, nr.e nni.) F.od r1d �' • �A Exp. 3/31/6-7 sJST SIV\ �E OF C LANCASTER (805) 948.7538 PALM SPRINGS SAN LUIS OBISPO rCiM O7R nlll - M)rl rd4.RIR7 INTRODUCTION ................ . SITE SETTING ............ . FIELD INVESTIGATION... ......................... LABORATORY TESTING ... .................... • . ..... ....... .. 3 SOIL CONDITIONS ........ . • LIQUEFACTION............... ... ............. ... ....... . .... 4 SITE DEVELOPMENT AND GRADING ...... ....... .... ............ 7 Site Grading ..................... . ... . STRUCTURE DESIGN ...... Foundations .. ...... Settlement Considerations ....... ........... ....................... 12 Frictional and Lateral Coefficients . ..... ............... .. 12 Slabs -on -Grade .......... ...... ...................... .. .... 13 Slope Stability .................. . ................................. 13 PavingSections ......................... ......................... .. 14 Additional Services .... . ......................... LIMITATIONS AND UNIFORMITY ............ .. OF 15 APPENDIX A .............. CONDITIONS.16 Summary of Test Results Table 29-A APPENDIX B Standard Grading Specifications APPENDIX C Site Plan Depth of water Plan Boring Logs Trench Logs " April 17, 1986 INTRODUCTION B -14413-P3 86-4-209 This report presents results of a Soil Engineering Study performed for the: proposed Nicklaus -Dye Courses at PGA West development in the City of La Quinta, Riverside County, California. A. It is our understanding that the proposed development will include two eighteen hole golf courses and a complex of single family residences and condominiums. No commercial or industrial buildings are involved. However, miscellaneous structures may include gatehouses and maintenance buildings. Construction types will probably include wood frame and stucco and masonry buildings. The exact foundation types or locations of the buildings are not known at this time. B. For single family residences and condominiums structural considerations for building column loads of up to 15 kips and a maximum wall loading of 1.5 kips per lineal foot were used to as a basis for the recommendations. C. For gatehouses and maintenance buildings structural consideration for column loads of up to 30 kips (dead plus live load) and a maximum wall loading of 3.0 kips per linear foot were used as a basis for recommendations. D. If these assume.d loads are exceeded the soil engineer should be notified as the recommendations of this report may be affected. E. The scope of our work includes providing a field investigation, laboratory testing, grading and foundation recommendations, and an evaluation liquefaction. SITE SETTING The site of the proposed development included in this report is. bounded by Airport Boulevard on the north, 58th ,Avenue on the south, Lake Cahuilla on the west, and Madison Street on the east, in the City of La Quinta, Riverside County, California. A. The site is vacant except for a house in the north serving as construction headquarters for the project. B. The site is flat and slopes gently to the southeast. Most of the area has been removed from agricultural use and is covered by a growth of weeds. The southwest portion is open desert. April 17, 1986 -2- B-14413-P3 86-4-209 C. There does not appear to have been any .previous grading. D. No utilities were observed, however, Iirrigation lines probably existed within the farmed areas. FIELD INVESTIGATION Exploratory borings were drilled and trenches excavated for observing the soil profile and obtaining samples for further analysis. A. Sixteen (16) borings were drilled and twenty-one (21) trencheswere excavated for soil profiling and sampling, to a maximum depth of thirty-six (36) feet below the .existing ground surface. The field work was conducted between March 5 and 21, 1986, using a CME 45-B drilling rig and a backhoe. B. Samples were secured within the test borings with a- two and one-half (214) inch diameter ring sampler (ASTM D 3550, shoe similar to ASTM D-1586). The samples were obtained by driving the sampler with a 140 pound hammer, dropping 30 inches, in accordance with ASTM D 1586. C. Standard penetration tests were performed in accordance with ASTM D 1586. D. Moisture and density were measured at selected intervals in the backhoe pits in accordance with ASTM D 2922-81 and ASTM D 3017-78 Nuclear Density Test . Procedure. E. Bulk samples of the soil types encountered were gathered from the auger cuttings and from the spoil of the trench excavations for classification purposes. F. The final logs. represent our interpretation of the contents of the field logs, and the results of the laboratory observations and tests of the field samples. The final logs are included in an appendix of this report. The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. April 17, 1986 _3_ LABORATORY TESTING B -14413-P3 86-4-209 After a visual and tactile classification in the field, samples were returned .to the laboratory, classifications were checked, and a testing program was established. A. Samples were reviewed along with field logs to determine which would be further analyzed. Those chosen were considered representative of soils which would be exposed and/or used in grading and those deemed within building influence. B. In-situ moisture content and unit dry weights for the core samples were developed in accordance with ASTM D 2937. C. The relative strength characteristics of the subsurface soils were determined from the results of direct shear tests. Specimens were placed in contact with water at least 24 hours before testing, and were then sheared under normal load_ s ranging from 0.5 to 2.0 KSF. D. Settlement hydroconsolidation potential : was evaluated from the results of consolidation tests performed in accordance with ASTM D'2435. E. Classification tests consisted of Expansion Index (UBC Standard'29-2), Maximum Density -Optimum Moisture (ASTM D 1557), and hydrometer analysis (California Test Method 203 and ASTM D 422). F. Refer to Appendix A for tabular and graphic representations of the test results. SOIL CONDITIONS As determined by the borings, site soils were found to consist primarily of fine sands and silts. �. The soils encountered were primarily slightly silty -sands and slightly sandy silts. These soils were often highly interbedded and micaceous. B. Expansion tests indicate soils to be in the "very low" to "medium" expansion category in accordance with UBC Table 29-C. The higher expansions were in silt layers found in limited layers in parts of the project. It is expected that after the completion of grading that expansion will be in the "very low" or "low" category as a result of blending. April 17, 1986 -4- B -14413-P3 86-4-209 C. In general soils were loose throughout the depths investigated although firmer soils were encountered in some areas. Average degree of relative compaction was only about seventy-nine (79) percent in the upper five (5) feet of soil. Samples driving resistance was generally much higher at greater depth (except below the water table). D. In general bearing soils were compressible and in some cases susceptible to hydroconsolidation. E. Free water was found at a depth of nine (9) feet at the extreme southeast corner of the project. On the west part water was not found to drill depths down to thirty-six (36) feet. LIQUEFACTION A. Liquefaction is a phenomenon in which cohesionless soil loses strength during an earthquake. For a potential for liquefaction to exist, three principle conditions usually must be met: 1. Soil relative density less than about 70-75 percent. 2. The water table in the upper 50 feet of soils. 3. Soils poorly graded with a predominate grain size between 0.5 an'd 0.01 mm, and a uniformity coefficient less than about 10. Factors that eliminate the potential of liquefaction are: I. A clay content (determined by grain size smaller than 0.005 mm) greater than 20 percent. 2. A soil being above the water table. 3. A relative density greater than 70-75 percent. B. Based on the above conditions a potential for liquefaction exists in portions of the Nicklaus -Dye Courses. However, these conditions in themselves do not mean that liquefaction can occur. To further evaluate liquefaction potential cyclic mobility calculations were performed using the procedure of Seed and Idriss (Ground Motions and Soil Liquefaction During Earthquakes, Earthquake April 17, 1986 -5- B-14413-P3 86-4-209 Engineering Research Institute, 1982) and as modified by a recent paper by Seed, et.al. (Journal of Geotechnical Engineering, ASCE, December 1985). In this empirical analysis soil strength based on in-situ testing is compared to stresses that will be induced by an earthquake. In our evaluation soil strength data based on our investigation and data gathered by Leighton and Associates at the site (Preliminary Geotechnical Investigation of Oak Tree West, 1983) were used. Earthquake parameters were taken from the Seismic Safety and Safety Elements Technical Report for Riverside County. Earthquake parameters were for Use Category D which considers a risk factor for residential construction based on a 50-100 year recurrence interval. C. The evaluation shows that there is a potential for liquefaction. While exact subsidence cannot be predicted, based on guidelines presented by Lee and Albasia (Journal of the Geotechnical Engineering Division, ASCE, April 1974) subsidence could be as much as three to six (3-6) inches in some areas. D. Hazards from liquefaction involve: I. Loss of bearing for foundations. 2. Differential settlement. Loss of bearing results from liquefaction of soils immediately below footings and is rare. The water -table must be in the upper few feet of soil' for this. to occur. Because water was encountered at depths no shallower than nine (9) feet and is expected to remain relatively static, and because building pads are expected to be built above existing grades, loss of bearing is not considered a problem. Differential settlement can occur from localized venting of liquefied soil accompanied by areal settlement. Where venting does not occur, (ie., deep water table or intervening less permeable layers of soil) settlement is expected to be fairly uniform. Additionally, settlement is usually areal and fairly uniform when liquefaction occurs and with the water table deeper than 15-20 feet. April 17, 1986 -6- B -14413-P3 86-4-209 Over most of the site the water table is deeper than 15-20 feet. In addition, intervening silt layers, of lower permeability than that of the fine sands that are potentially liquefiable, should aide in blocking liquefied soils from venting at the ground surface. In general, these factors will lead to areal type subsidence. In areas where the water table is less than 15-20 feet deep, venting is a higher potential and could result in differential subsidence. E. To mitigate the harmful effects of differential settlement the following are recommended: 1. Support residences on a compacted mat of soil five (5) feet thick. 2. Unitize foundations where the water table is less than twenty (20) feet deep (See depth to water plan in Appendix C). The compacted mat of soil will mitigate differential settlement problems where the water table is deeper than fifteen to twenty (15-20) feet and expected settlements should be fairly uniform. Where the water table is less than fifteen to twenty (15-20) feet deep, venting where it to occur, should be blocked or diverted by the compacted mat, and in essence those pressures relieved by venting beyond the compacted mats. However, differential settlements would be expected to be potentially more severe in these areas, although controlled by the compacted soil mats. This thickness of soil mat is the same as has been recommended in this area to mitigate -the effects of hydroconsolidation potential. The unitized foundations should serve to further mitigate the harmful effects of differential settlement. They will also allow for releveling units that experience unacceptable differential settlement should this occur. Post -tensioned slabs and reinforced footings and slabs tied together are examples of unitized foundations. April 17, 1986 7'' r B -14413-P3 86-4-209 SITE DEVELOPMENT AND GRADING , Prior to any earth moving operations, areas to be graded .should be cleaned of vegetation and other deleterious materials. Appendix B, "Standard Grading Specifications" contains specific suggestions for removal and disposal of deleterious substances and, as such, forms a pat of these Site Development and Grading Recommendations. Site Grading ' A. General - Grading I. Consolidation tests and in-place densities show a varying potential for settlement and an adverse effect of adding moisture. The consolidation tests along with low in-situ densities indicate a susceptibility to settlement and in -some areas hydroconsolidation. Therefore, recompaction of the bearing soils is recommended. In addition, there is a potential for differential settlement in areas where the water table is less than fifteen to twenty (15-20) feet from liquefaction during an earthquake. 2. The intent of the grading recommendations that follow are to blend out silt lenses to mitigate the potential harmful effects .of these silt lenses and to provide a mat of compacted soil to support the structures. These soil. mats will mitigate the effects of differential settlements resulting from, soil liquefaction or other induced settlement. 3. The existing .ground surface should be initially prepared for grading by removing vegetation, noncomplying fill or other incompetent material. No compacted fill should be placed unless the underlying soil has been observed by the soil engineer. Irrigation lines .should be removed from building pad areas or the area of any structural fills. 4. Previously removed soils, once cleaned of rocks larger than eight (8) inches in greatest dimension, and other deleterious material, may be placed in thin layers and mechanically compacted back to finish grade. 5. Fill and backfill should -be compacted to a minimum of ninety (90) percent of maximum dry density obtainable by the ASTM D 1557 test method. Specific requirements are included in Appendix B, "Standard Grading Specifications" and Chapter 70 of the Uniform Building, Code. t .. April 17, 1986 -8-,B-14413-P3 86-4-209 6. It is anticipated that during grading a,loss of approximately two tenths of a foot due to stripping, and a shrinkage factor of fifteen percent (15%) to twenty percent (20%) for the upper five (5) feet of soil may be used for quantity calculations. This is based on compactive effort needed to produce an average degree of compaction of approximately 93 to 94 percent, and may vary depending on contract -or methods., Subsidence is estimated at between two-tenths to four -tenths of a foot. 7. Areas around the structures should be graded so thatdrainage is positive and away from the structures.. Gutters and down spouts should be used, to convey water out of the foundation area. 8. It is recommended that the soil and foundation engineer be retained to provide soil engineering services during construction of .the excavation and foundation phases of the work. This is to observe compliance with the design concepts, specifications and recommendations and to allow design changes in the event that subsurface conditions differ from these anticipated prior to start of construction. B. Golf Course I. In the golf course areas, the areas to receive fill, after being cleared of organics and other foreign materials, should be scarified, moisture conditioned and the surface compacted, using heavy vibrating equipment, to a minimum of eighty-five percent (85%) of maximum density. Fill materials should be placed in thin layers, moistened to near optimum and then compacted to a minimum of ninety percent of maximum density. 2. In cut areas the finished grade should be scarified moistened to near optimum and then compacted, using vibrating equipment, to at least eighty-five percent (85%) of maximum density. April 17, 1986 -9- B-14413-P3 86-4-209 C. One and Two Story Residential Structures (Wood frame and Stucco) 1. Areas to receive three feet or more fill should be prepared by over- , excavating to a depth of two (2) three feet below original grade. The exposed surface should be compacted by means of heavy vibrating equipment so that the upper one foot is at a minimum of ninety (90) percent of maximum density. Alternately, this additional foot of soil may be removed and replaced as compacted fill. Fill material should then be placed in thin layers at near optimum moisture and compacted to a minimum of ninety percent of maximum density. 2. Areas that are to receive less than three feet of fill, and areas in cut, should be' undercut to a depth of four feet below finished grade. The exposed surface should be compacted by means of heavy vibrating equipment so that the upper one foot is at a minimum of ninety (90) percent of maximum density. Alternately, this additional foot of soil may be removed and replaced as compacted fill. Fill material should then be placed in thin layers at near optimum moisture and compacted to a minimum of ninety percent of maximum density. 3. These grading requirements apply to building areas and at least five (S) feet beyond building limits where the water table is deeper than twenty (20) feet and at least ten (10) feet beyond building limits where the water table is less than twenty (20) feet deep. D. Gatehouse Structures 1. Soils within the gatehouse areas andat least five (S) feet beyond the gatehouse limits should be removed to a minimum of three feet below present grade or four (4) feet below the bottom of the footings, whichever is lower. The exposed surface should be compacted by means of heavy vibrating equipment so that the upper one foot is at a minimum of ninety (90) percent of maximum density. Alternately, this additional foot of soil may be removed and replaced as compacted fill. Fill material may then be placed in thin layers at near optimum moisture and compacted to a minimum of ninety (90) percent of maximum density. April 17, 1986 -10-8-14413-P3 86-4-209 E. Maintenance Buildings 1. Maintenance structures are assumed to be of light weight metal or wood frame and stucco construction. 2. Grading should be in accordance with the recommendations for one story residential structures. F. Swimming Pools and Spas 1. Where swimming pools and spas are bottomed below the depth of compaction it is recommended that the pool and spa excavation be deepened two additional feet. The exposed surface should be scarified, moisture conditioned and be recompacted. Previously removed soils may then be recompacted up to the bottom of the pool or spa. G. Streets 1. During rough grading streets should be provided with two (2) feet ,of subgrade compacted to ninety (90) •percent of maximum density. Final preparation of subgrade prior to placing base will require compacting the upper one (1) foot of subgrade to ninety-five (95) percent of maximum density. H. Miscellaneous Structures 1. Preparing the areas for miscellaneous structures such as foot bridges, block walls, entrance posts, sign foundations etc., shall require compaction as noted for single story structures. April 17, 1986 B -14413-P3 86-4-209 STRUCTURE DESIGN A. Foundations Conventional continuous footings and/or isolated pad footings may be used for support of structures. 1. All pad and continuous footings or load bearing grade beams should be founded on firm compacted soil as recommended elsewhere in this report. 2. A minimum footing depth of twelve inches (12") below lowest adjacent finish grade should be maintained for one story structures and eighteen (18) inches below lowest adjacent grade should be maintained for two story structures. Actual depths should be based on expansion indicies determined at the conclusion of rough grading. It is anticipated that grading will result in soils in the "very low" or "low" expansion ranges. 3. Table 29-A gives specific recommendations for width, depth and reinforcing. Other structural consideration may be more stringent and would govern in any case. The recommendations of Table 29-A can be applied where the water table is deeper than twenty (20) feet. Where the water table is less than twenty (20) feet deep unitized foundations are recommended. Please refer to the sections on liquefaction. Unitized foundation requirements can be developed in conjunction with the structural engineer, 4. Continuous foundations satisfying the above conditions may be designed for the following values assuming a twelve (12) inch deep one (1) foot wide footing: 1300 psf, for dead plus reasonable live load. 1730 psf when wind and seismic forces are included. 5. Pad foundations satisfying the above conditions may be designed for the following values assuming a three by three (3 x 3) foot by eighteen (18) inch deep footing: 1800 psf for dead plus reasonable live load. 2400 psf when wind and seismic forces are included. April 17, 1986 ,12 B -14413-P3 86-4-209 6. The above dead plus live load value may be increased by 150 psf for each additional six (6) inches of depth and by 100 psf for each additional foot of width. Maximum bearing capacity should not exceed 2000 psf without approval of the soil engineer. 7. Allowable bearing values for dead plus live loads may be increased by one- third when wind and seismic forces are included. 8. Lateral loads may be resisted by soil friction on floor slabs and foundations and by passive resistance of the soils acting on foundation stem walls. Lateral capacity is based partially on the assumption that any required backfill adjacent to foundations and grade beams is properly compacted. 9. Foundation excavations should be visually observed by the soil engineer during excavation and prior to placement of reinforcing steel or concrete. Local variations in conditions may warrant deepening of footings. 10.' Allowable bearing values are net (weight of footing and soil surcharge may be neglected) and are applicable for dead plus reasonable live loads. B. Settlement Considerations I. Expected maximum settlement of less than one (1) inch is anticipated for foundations and floor slabs designed and placed on recompacted soil as recommended. 2. Differential settlement between adjacent load bearing members is anticipated to be less than one-half NO inch. 3. The majority of anticipated settlements should occur during construction with post construction settlement being minimal. C. Frictional and Lateral Coefficients 1. Resistance to lateral loading may be provided by friction acting on the base of foundations. A coefficient of friction of 0.40 may be applied to dead load forces. 2. Passive resistance acting on the sides of foundation stems (265 pcf, equivalent fluid weight), may be included for resistance to lateral load. 3. A one-third (1/3) increase in the quoted passive value may be used for wind or seismic loads. i April 17, 1986 -13- B -14413-P3 86-4-209 4.' When passive resistance of soils against grade beams and the frictional resistance between the floor slabs and the supporting soils are combined, the friction factor should be reduced to 0.26 of dead load forces. 5. For cantilever retaining walls backfilled with compacted native soil, a pressure of an equivalent fluid weighing 38 pcf may be used for well drained, level backfill conditions, plus the effect of any surcharge loads. D. Slabs -on -Grade 1. Concrete slabs -on -grade should be,supported by firm compacted soil placed in accordance with applicable sections of this report. 2. Slabs on grade should be reinforced with. 6X6 No.10/No.10 .welded wire fabric. 3. It is recommended that perimeter slabs (sidewalks, patios, etc.) be designed relatively independent of footing stems (free floating) so settlement and/or expansion should not cause cracking. 4. Slabs should be underlaid with an appropriate vapor barrier in areas where floor wetness would be undesirable. The membrane should be covered with two inches of sand to protect it during construction. The sand should be lightly moistened just prior to placing the concrete. 5. Where expansion is determined to be in the "low" category or higher, four (4) inches of sand will be required under slabs. E. Slope Stabilif.y 1. Fill slopes may.be constructed to the following maximum heights for the stated slope angle. These angles were developed using Singh's charts as presented in the November 1970, Journal of the Soil Mechanics and Foundations Division of the ASCE using a factor safety of 1.5. Slope Angle 1-1/2:1 1-3/4:1 2:1 Maximum Height 10' 14' 20' Slope heights are primarily limited by the lack of cohesion in the soil. Because of the lack of cohesion slopes will be highly erodible and wi11 require periodic maintenance or protective. ground covers..' April 17, 1986 14 B -14413-P3 86-4-209 F. Paving Sections The following paving sections are based on "R" .values (R_40) measured on samples of subgrade soils sampled in -the southern portions of the existing PGA project. Final paving sections should be based on "R" values measured on actual subgrade soils sampled at the end,of rough grading and the actual paving section may be less, or more than those listed below. Arterial Streets TI = 7 11RII = 40 3 inches AC on 9 inches Class II Base or 2 1/2 inches AC on 10 inches Class 11 Base Collector Streets TI = 6 11811 40 Use 3 inches AC on 6.5 inches Class II Base or 2 1/2 inches AC on 7.5 inches Class II Base Residential Streets TI 5.5 "R11=40 Use 3 inches AC over 5 inches Class II Base Use 2 1/2 inches AC over 6.5 inches Class'II. Base TI = 5 "RIO = 40 Use 3 inches AC on 4 inches Class II Base Use 2 1/2 inches AC on 5 inches Class Ll"Base Drives subjected to light truck traffic (trash trucks, delivery trucks) TI=5 "R-1=40 Use 2 1/2inches AC on 5 inches Class 11 Base Use 3 inches AC on 4 inches Class II Base Parking Areas T1=4 OIR'I_40 Use 2 1/2 inches AC on 3 inches Class it Base Use 2 inches AC on 4 inches Class II Base April 17, 1986 =15- B -14413-P3 86-4-209 G. Additional Services This report is based on the assumption that an adequate program of monitoring and testing will be performed during construction to check construction compliance with these recommendations. These tests would be additional services provided by our firm. The costs of these services are not included in our present fee arrangements. The recommended tests and observations include, but are not necessarily limited to the following: 1. Observation and testing during site preparation, grading and placement of engineered fill. 2. Consultation as required during construction. 1, • April 17, 1986 -16- B -14413-P3 86-4-209 LIMITATIONS AND UNIFORMITY OF CONDITIONS The analysis and recommendations submitted in this report are based in part upon the data obtained from the sixteen (16) borings drilled and twenty-one (21) trenches excavated on this site, work on the adjacent Stadium and Palmer Courses at PGA West, and on experience and judgement. The nature and extent of variations between the borings may not become evident until construction. If variations then appear evident, it will be necessary to reevaluate the recommendations of this report. Findings of this report are valid as of this date; however, changes in conditions of a property can occur with passage of time whether they be due to natural processes or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not a relied upon after a period of one year. In the event that any changes in the nature,. design or location of the development or buildings are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions Of this report modified or verified in writing. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to insure that the information and recommendations contained herein are called to the attention of the architect and engineers for the project and incorporated into the plan and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The soil engineer has prepared this report for the exclusive use of the client and authorized agents. This report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties either expressed or implied are made as to the professional advice provided under the terms of this agreement, and included in the report. ' April 17, 1986 -17- B-14413-P3 86-4-209 It is recommended that the soil engineer be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. (If the soil engineer is not accorded the .privilege of making this recommended review, he can assume no responsibility for misinterpretation of his recommendations.) END OF TEXT Appendices BORING/DEPTH 1 @ I'-3' USCS ML SOIL DESIGNATION B1 MAX. DEN. (pcf) 108.2 OPT. MOIS. (9b) 15, ANG. OF INT. FRIC. 26.8 COHESION (psf) 189 EXPANSION INDEX 60 GRAIN SIZE DISTRIBUTION W Coarse 0.3 Sand 15.7 Silt 73.7 Clay 10.3 1@25'-30' Non Plastic TEST RESULTS = 1@10' 1@19': 1@23' 1@25'-30' 5@0'-1' 7@20- SP/SM SM 'SM ML ML SM Al A2 A2 B2 B4 A3 118.8 108.7 109.2 116.4 •119.5 123.2 9.7 14 12.9 13.8 11.0 .10.4 31.5 -- -- 22.6 27.5 -- 73 -- -- 334 182 0 -- -- 32 36 -- 0 0 -- 0 0 3.0 87.0 54 -- 42.5 26.7 73.5 13.0 44 -- 49.5 60.5 20.5 0 2.0 -- 8.0 12.8 1.0 Non Plastic SOIL DESCRIPTION B1: Brown grey to light grey clayey very fine sandy silt with traces of gravels (ML) B2: Brown clayey very fine sandy silt CML) B3: Brown sandy clayey silt (ML/CL) B4: Light brown clayey very sandy silt (AML) A 1: Light brown to grey very fine to fine sand '(SP/SM) A2: Brown to light brown silty very fine grained sand (SM) A3: Brown silty very fine to coarse sand (SM) A4: Brown clayey silty very fine -sand (SC) C 1: Dark brown silty clay (CL) BORING & DEPTH 1 @ 1.0 3.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 2 @ 1.0 3.0 5.0 10.0 15.0 3 @ 1.0 3.0 5.0 10.0 15.0 20.0 4 @ 1.0 3.0 5.0' 15.0 20.0 5 @ 1.0 3.0 5.0 10.0 15.0 6 @ 1.0 5.0 10.0 15.0 7 @ 1.0 3.0 5.0 10.0 15.0 20.0 25.0 35.0 IN-PLACE DENSITIES RELATIVE DRY DENSITY. % MOISTURE COMPACTION 77.4 13.8 72 65.3 14.5 60 76.3 33.5 71 100.2 1.9 84 106.2 2.2 89 96.5 5.7 88 82.7 4.4 76 108.0 9.8 •93 84.0 37.2 83.9 11.9 78 80.8 8.9 75 81.9 3.0 69 102.9 2.6 87 99.7 3.2 84 89.4 1.8 75 91.5 3.0 77 95.7, 3.4 81 88.9-- 83:4 40.3 -- 91.9 31:6 -- 92.5 0.7 78 96.0 3.2 81 90.4 6.2 83 105.3 5.6 97 107.9 20.8 -- 86.2 3.3 72 93.7. 1.3 79 98.4 1.9 83 102.5 3.0 86 100.7 4.6 85 -- 1.4 -- 97.2 3.7 89 85.7 19.2 79 -- 8.6 -- 73.2 4.5 -- 86.0 5.2 -- 86.8 4.9 -- 98.5 2.8 83 94.3 3.8 87 113.6 2.6 92 86.9 16.6 73 101.2 24.2 -- BORING & DEPTH 8@' 1.0 3.0 5.0 DRY DENSITY 10.0 COMPACTION 15.0 9@ 1.0 64.4 3.0 54 5.0 7.5 10.0 105.9 15.0 10 @ 1.0 2.7 3.0 73.7 5.0 -- 10.0 5.0 15.0 11 @ 1.0 86 3.0 2.8 5.0 106.2 10.0 89 15.0 2.0 20.0- 104.1 25.0 88 30.0 12 @ 1.0 -- 3.0 -- 5.0 6.0 10.0 95.6 20.0 13 @ 1.0 4.3 5.0 88.9 10.0 75' 15.0 2.0 20.0 .85.2 30.0 14 @ 1.0 5.0 3.0 98.0 5.0 91 10.0 '24.7 15.0 IN-PLACE DENSITIES RELATIVE DRY DENSITY % MOISTURE COMPACTION 79.5 7.9 67 64.4 8.3 54 76.9 7.5 64. 105.9 2.1 89 97.9 2.7 82 73.7 6.0 -- 7.8.0 5.0 -- 93.3 2.5 86 106.0 2.8 89' 106.2 2.8 89 99.3 2.0 84 104.1 2.1 88 104.0 1.5 88 -- 3.3 -- 93.0 6.0 85 95.6 11.7 88 105.3 4.3 89 88.9 2.2 75' 104.0 2.0 88' .85.2 6.8 79 102.8 5.0 94 98.0 18.6 91 -- '24.7 -- 93.4 3.1 86 96.4 4.0 88 96.9 3.8 89 94.6. 29.7 79 87.6 37.7 75 90.8 29.4' 84 92.7 31.6 80 -- 20.0 - 105.7 22.7 89 102.1 21.5 86 105.7 23.2 89 102.0 7.5 93 89.6 28.7 77 95.41 6.3 86 22.7 -- 92:1 32.1 79 BORING & DEPTH 15 @ 1.0 3.0 5.0 10.0 15.0 16 @ 10.0 TRENCH do DEPTH 1 @ 1.0 % MOISTURE 3.0 4.2 5.0 4 @ 1.0 82 3.0 6.5 5.0 7 @ 1.0. 4.3 3.0 9.9 5.0 10 @ 1.0 5.0 3.0 2.5 5.0 13 @ 1.0 4.9 3.0 6.9 5.0 16 @ 1.0 2.5 3.0 8.3 5.0 19 @ 1.0 4.6 3.0 5.0 IN-PLACE DENSITIES DRY DENSITY 91.0 88.4 98.5 DRY DENSITY 89.9 83.0 79.4 85.7 88.8 97.1 86.8 96.1 93.7 90.7 85.3 94.0 88.6 83.9. 88.5 91.5 88.3 92.7 97.3 87.4 87.7 15.1 84 25.0 31.0 RELATIVE % MOISTURE COMPACTION 4.2 10.4 83 18.1 82 29.0 6.5 23.9 82 22.1 4.3 27.6 9.9 15.1 84 25.0 31.0 RELATIVE % MOISTURE COMPACTION 4.2 83 7.5 70 11.7 73 6.5 79 4.7 -- 4.3 82 9.9 -- 3.4 81 5.0 79 2.5 83 4.3 78 4.9 .79 6.9 75 . 11.7 71 2.5 -- 8.3 77 17.0 -- 4.6 79 15.1 84 25.0 31.0 TABLE NO. 29-A MINIMUM FOUNDATION REQUIRE=MENTS (1) (10 1)ovc 130 cry High Special Design by Licensed Engineer/Architect Footings for Slab do Raised Floor Systems (2) (5) (10) Concrete Slabs 34" Minimum '^ Thickness v All Peri- Interior. foot- Reinforce - )C v 4.1 r -.Y meter ings for slab ment for PremoisteningIci hied s Footings and raised continuous control for soils Piers under .xpansion ° s F- (6) floors (6) footings Reinforce- Total under footings, raised floors idex o t-- c y (3) (8) ment (4) thickness piers and slabs E QJ o o Depth below natural* of sand (5) (6) C; Z vi U. ti surface of round g and finish grade INCHL-5 -20 cry Low 1 2 6 8 12 15 6 7 12 18 12 18 None GXG- Moistening of Piers allowed '4on-Ex- 3 10 18 8 24 24 Required 10/10 ground prior to for single ansive) WWF 2" placing concrete floor loads recommended only 1 2 6 8 12 15 6 7 15 18 12 18 120916 of optimum 1-50 ow 3 10 18 8 24 24 1-x/4 top 6x6- moisture content to a depth of Piers allowed for single and bottom 10/.10 4" 21" below lowest floor loads WWF adjacent grade. only Testing Required 1 2 6 8 12 12 6 8 21 21 12 144 top 6x6- 130% of optimum 1-90 3 10 15 8 24 18' 24 and bottom 6/6 WWF moisture content ,cdium or #3 to a depth of 27" Piers not @ 211" c. \v. 4" below lowest allowed ars @ 24" in ext, footing adjacent grade. and bent 3' into slab (9) Testing Required 1 2 6 8 12 12 6 8 27 27 12 18 145 top 6x6- '140%. of optimum 1-130 3 10 15 8 27 24 and bottom 6/6 WWF moisture content igh or #3 to a depth of 33" Piers not c 24" e. w. 4" below lowest allowed ars. (d 24" in ext. footing adjacent grade. and. bent 3' into slab (9) Testing Required 1)ovc 130 cry High Special Design by Licensed Engineer/Architect FOOTNOTES TO TABLE 29-A 1. Premoistening is required where specified in Table 29-A in order to achieve maximum and uniform expansion of soils prior to construction and thus' limit structural distress caused by uneven expansion and shrinkage. Other systems which do not include premoistening may be approved by the Building Official when such alternatives are shown to provide equivalent safeguards against adverse effects of expansive soils. 2. Underfloor access crawl holes shall be provided with curbs extending not less than six (6) inches above adjacent grade to prevent surface water from entering the foundation area. 3. Reinforcement for continuous foundations shall be placed not. less than 3" above the bottom of the footing and not less than 3" below the top of the stem. 4. Reinforcement shall be placed at mid -depth of slab S. After premoistening, the specified moisture content of soils shall be maintained until concrete is placed. Required moisture content shall be verified by an approved testing laboratory not more than 24 hours prior to placement of concrete. 6. Crawl spaces under raised floors need not be premoistened except under interior footings. Interior footings which are not enclosed by a continuous perimeter foundation system or equivalent concrete or masonry moisture barrier complying with Section UBC 2907 (b) in this ordinance shall be designed and constructed as specified for perimeter footings in Table 29-A. 7. A grade beam not less than 12" x 12" in cross section, reinforced as specified for continuous foundations in Table 29-A, shall be provided at garage door openings. 8. Foundation stem walls which exceed a height of 3 times the stem thickness above lowest adjacent grade shall be reinforced in accordance with Sections 2418 and 2614 in the UBC or as required by engineering design, whichever is more restrictive. 9. Bent reinforcing bars between exterior footing and slab shall be omitted when' floor is designed as an independent, "floating" slab. 10. Fireplace footings shall be reinforced with a horizonal grid located 3" above the bottom of the footing and consisting of not less than No. 4 bars at 12" on center each way. Vertical chimney reinforcing bars shall be hooked under the grid. 0 LL cl m Ol a 118 Z p7 d z 116 H z 114 112 MOISTURE CONTRHT IN PStCGNT OF DRY WEIGHT 104 1_ 1 1 1 10 12 .14 16 MiTNOD OF - COMPACTION. ASTM D-1557-78, Method A or C *OIL TYPI:r MAXIMUM DENSITY SM(A2) 108.7 pcf (1 @'19-23') 18 OPTIMUM MOISTURE 14 MAXIMUM DGNSITY - OPTIMUM M015TUVe CURVES BUENA ENGINEERS INC. }. 108 106 10 12 14 16 M1TWOD Of -COMPACTION. ASTM D-1557-78, . Method A or C sOIL TYPir MAXIMUM I*NSITY OPTIMUM MOISTURE SW A2) 109.2 pcf 12.9 (1 @ 23-281) OF DZY MOISTURS CONTSNT IW PfRCGrNT WIIIG11T 10 12 14 16 M1TWOD Of -COMPACTION. ASTM D-1557-78, . Method A or C sOIL TYPir MAXIMUM I*NSITY OPTIMUM MOISTURE SW A2) 109.2 pcf 12.9 (1 @ 23-281) H S LL u m 3 a 108 z t 106 r 7 >' 104 102 10 12 14 16 M&TNOD OF - COMPACTION. ASTM D-1557-78, Melhod.A or C SOIL T`(Prr MAXIMUM D*NSITY QPTIMUM MOISTURE B1(ML) 108.2 pcf 15 (1 @ 1-3') OF DZY MOISTURE CONTENT IN PStOGNT WSIGNT 10 12 14 16 M&TNOD OF - COMPACTION. ASTM D-1557-78, Melhod.A or C SOIL T`(Prr MAXIMUM D*NSITY QPTIMUM MOISTURE B1(ML) 108.2 pcf 15 (1 @ 1-3') z I rJ UJ � 11 110 OF DRY WSIGWT MOISTURrc CONTENT IN P%lLCGrNT z I rJ UJ � 11 110 114 8 10 12 14 MlTWOD Or -COMPACTION. ASTM D-1557.-78, Method A or C IwOIL TYPGr MAXIMUM DIFNSITY OPTIMUM MOISTURE B4 (ML) 119.5 pcf 11.0 (5 @ 0-1') MOISTURE CONTONT IN PSLCG•NT OF DRY WSIGNT 120 J-1 I I \ 1 8 10 12 14 METNOD OF.COMPNCiION. ASTM D-1557-78, Method A or C soil. TYPG- MAXIMUM OfNSITY SM(A3) 123.2 pcf (7 @ 20-231) a QPTIMUM MOISTUHEE 10.4 MAXIMUM OGNBITY - OPTIMUM MOI>STUQE CURVC3 M BUENA ENGINEERS INC. WOZMAL LOAD IN KIP: PLR SQUIQQ FOOT o as ` Lo LS 2-0 IS 10 *{D 3.S F- 3.0 LI&M 0 Samples Remolded To 90% of Maximum Density -DIRECT •W§At DATA Soil Friction Angle Cohesion B1; 1 @ 10-15' 31.50 73 psf ; Al; 1 @ 1-3' 26.80 189 psf : BUENA ENGINEERS INC ...I g 3.0 LL to or Go 2.5 cc m IL n a_ Y 2.0 z ca a rt o �•g d z a _ 1.0 R-5 0 ENG , MAY :, 2087 ONE 111111111011110 mmmiiiillmmm ME IN llillok'l=llllllmm= NONE 1 11110 1111 llooLmililloom NINE��.■v '��.�■� . � m IIC SCC I C ��■�CC��a��...�. � ••EC°111•••m nll III IIC I�IC .CCC 1111111 IN 1 j"jE=,jIjNMNEjjIjj§LdwME 1110111111111111 lllilloom. I��1111111�■IIIIIIOC�lI�C�C�mI� �CiCCCi��C:::C,..GRADATION CURVES ENG , MAY :, 2087 100 90 so 70 S260 m K 50 W ' G W u 40 30 20 10 0 U. S. STANDARD SIEVE OPENINGf IN INCHES U. S. STANDARD SIEVE NUMBERS A ! 7 7 4 1 7 t t l A A a In is IR 7n %n In " 7n inn IIA %m HYDRW M; t■■■�II�I;. ��IIII �� 1 Hill Illlm� t It■ ie � IIY�111�■C�lI��111�■I■■IIiY11■��IIIII�■�� III 11 IIIIICC�{a�iCC��fI�1C■C��.�_� It 1 ■■� �iil .7t■■� 11 i,9 ��Il�,�n��m�� B„n■■Q�nn,■■._ iiii■■mmii■m■a Emilillmmmm �iio,i■i�i ,fie .. .. COBBLES GRAVEL I ----'-- Coos[ WE causr Sample No. Eley or Depth Ctassirialtion GRADATION CURVES ENG 1 y, ;, 2087 0 10 20 30 40 NW 50 6 o: d 70 , 9 100 0.1 0.05 0.01 OA05 0.001 GRAIN SIZE IN MILLIMETERS SAND r[Diur InN[ SILT OR CLAY Not w % LL PL PI Prof PGA WPCt At as — — — — BortnA No. 11 @ 30' Date ENG 1 MAY„ 2087 1■■rll� NINE 11■�I 1l1i■ommIIIIls■-111111110 m� lommmiiiillmmmiiiillmmm 0 UNION Ion Millimmommillionom I■N�oi 10 i NI ii Ilion Mililloommillillomm iee, i.��,,ii■Em ■��ll■m■te m n il■emm NC I9 9NINE nli■■■ ililio..� 9illignEmillimomomii ■� ve . vii lllivEmmilillimmm NO lllimommilillimmm HIMII�II � 0111 I 0001 �'�CC�i�l�C:::= MEMO E111111 ICS ' :C� :G��:::� m �"�� ppillil■.. INN �� 11 ��iiiiiiii� o1, �■��i,l mmi6oie�ai�iiiii INN SIEMENS= ,. o ■ SILT OR CLAY ENG 1 MAY„ 2087 5�2 U. S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIFVF NIIURFRS urnoe u a r OMAIR Slit IN MILLIMETERS COBBLES GRAVEL SAND ooN+st rim( oourst MEDIUM FIKE SILT OR CLAY Sample No. Eley or Depth CEaWfioCon Nat w % LL PL PI Prolect PCA West _ — ... _ - • Area B«t"i ho.1. GRADATION CURVES Dale ENG , M o%; ;, 2087 LNG 1 MAY t7 2087 tNG , Mw e� 2087 APPENDIX B Standard Grading Specifications B I STANDARD GRADING SPECIFICATIONS PROJECT: PROPOSED NICKLAUS-DYE COURSES, PGA WEST CLIENT: LANDMARK LAND COMPANY 1. These Standard Grading Specifications have been prepared for the exclusive use of our client for specific application to referenced project in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. 2. Buena Engineers, Inc., referred to as the soil engineer, should be retained to provide continuous soil engineering services during construction of the grading, excavation and foundation phases of the work. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from that anticipated prior to start of construction. 3. The presence of our field representative will be for the purpose of providing observation and field testing. Our work does not include supervision or direction of the actual work' of the contractor, his employees or agents. The contractor for this project should be ' so advised. The contractor should also 'be informed that neither the presence of our field representative nor the observation and testing by our firm shall excuse him in any way from defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. Job and site safety will be the sole responsibility of the contractor. 4. If the contractor encounters subsurface conditions at the site that (a) are materially different from those indicated in the contract plans or in specifications, or (b) could not have. been reasonably anticipated as inherent in the work of the' character provided in the contract, the contractor shall immediately notify the owner verbally and in writing within 24 hours. This notification shall be a condition precedent before any negotiations for "changed or differing site conditions" can proceed. If the owner, determinesthat, B-2 conditions do materially so differ and cause an increase or decrease in the contractor's cost of, or the time required for, performance of any part of the work under this contract, then negotiations shall commence between owner and contractor to provide equitable adjustment to owner or contractor resulting theref rom. 5. Whenever the words "supervision", "inspection",or "control" appear they shall mean periodic observation of the work and the taking of soil tests as' deemed necessary by the soil engineer for substantial compliance with plans, specifications and design concepts. 6. These specifications shall be integrated with the Soil Engineering Report of which they are a part. Should conflicting statements be found between these standard specifications and the itemized recommendations contained in the main body of the soil report, the latter shall govern. 7. These specifications shall consist of clearing and grubbing, preparation of land to be filled, filling of the land, spreading, compaction and control of the fill, and subsidiary work necessary to complete the grading of the filled areas to conform with the lines, grades and slopes as shown on the accepted plans. 8. The standard test used to define minimum densities of compaction work shall be the ASTM Test Procedure D 1557. Densities shall be expressed as a relative compaction in terms of the maximum density obtained in the laboratory by the foregoing standard procedure. 9. Field density tests will be performed by the soil engineer during grading operations. At least one (1) test shall be made for each five hundred (500) cubic yards or fraction thereof placed with a minimum of two (2) tests per layer in isolated areas. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material below the disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below the required density, the particular layer or portion shall be reworked until the required density has been obtained. 'B-3 10. Earth -moving and working operations shall be controlled to prevent water from running into excavated areas. Excess, water shall be promptly removed and the site kept dry. Fill material shall not be placed, spread. or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, fill operations shall not be resumed until field tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified. 11. Compaction shall be by sheepsfoot rollers, vibrating sheepsfoot rollers, multiple- wheel pneumatic -tired rollers or other types of acceptable compacting rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling shall be accomplished while the fill material is within the specified moisture content range. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient trips to insure that the required density has been obtained. 12. Existing structures, foundations, trash, debris, loose fill, trees (not included in landscaping), roots, tree remains and other rubbish shall be removed, piled or burned or otherwise disposed of so as to leave the areas that have been disturbed with a neat and finished appearance free from debris. No burning shall be permitted in the area to be filled. 13. When fill material includes rock, large rocks will not be allowed to nest and voids must be carefully filled with small stones or earth , and properly compacted. Rock larger than six (6) inches in diameter will not be permitted in the compacted fill without review as to location by the soil engineer. 14. Organic matter shall be removed from the surface upon which the fill, foundations or pavement sections are to be placed. The surface shall then be plowed or scarified to a depth of at least eight (8) inches and until the surface is free from ruts, hummocks or other uneven features which would tend to prevent uniform compaction by the equipment to be used. Specific recommendations pertaining to stripping and minimum depth of recompaction of native soils are presented in the main body of the soil report. B-4 15. Native soil free from organic material and other deleterious material may be used as compacted fill; however, during grading operations the soil engineer will re-examine the native soils for organic content. 16. Imported material should be tested and reviewed by the soil engineer before being brought to the site. The materials used shall be free from organic matter and other deleterious material. 17. Where fills are made on hillsides or exposed slope areas, greater than 10%, horizontal benches shall be cut into firm undisturbed natural ground to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench.at the toe of the fill shall be at least 10 feet in width on firm, undistubed natural ground at the elevation of the toe stake placed at the natural angle of repose or design slope. The width and frequency of succeeding benches will vary with the soil conditions and the steepness of slope. 18. The selected fill material shall be placed in layers which, when compacted, shall not exceed six (6) inches in thickness. Layers shall be spread evenly and shall be thoroughly blade -mixed during spreading. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to a relative compaction of not less than ninety percent (90%). The fill operation shall be continued in six (6) inch compacted layers, as specified above, until the fill has been brought to the finished slopes and graded as shown on 'the accepted plans. 19. When the moisture content of the fill material is not sufficient *to achieve required compaction, water shall be added until the soils attain a moisture content so that thorough bonding is achieved during the compacting process. When the moisture content of the fill material is excessive, the fill material shall be aerated by blading or other satisfactory methods until the moisture content is reduced to an acceptable content to achieve proper compaction. 20. Existing septic tanks and other underground storage tanks must be removed from the site prior to commencement of building, grading or fill operations. Underground tanks, including connecting drain fields and other lines, must be totally removed and the resulting depressions properly reconstructed and filled. Depressions left from tree removal shall also be properly filled and compacted. B-5 21. The methods for removal of subsurface irrigation and utility lines will depend on the depth and location of the line. One of the following methods may be used: 1) Remove the pipe and compact the soil in the trench according to the applicable portions of these grading recommendations, 2) The pipe shall be crushed in the trench. The trench shall then be filled, compacted according to the applicable portions of these grading specifications, 3) Cap the ends of the line with concrete to mitigate entrance of water. The length of the cap shall not be less than five (5) feet. The concrete mix shall have a minimum shrinkage. 22. Abandoned water wells on the site shall be capped according to the requirements of the appropriate regulatory agency. The strength of the cap shall be at least equal to the adjacent soils. The final elevation of the top of the well casing must be a minimum of thirty-six (36) inches below adjacent grade prior to grading or fill operations. Structure foundations should not be placed over the capped well. APPENDIX C Site Plan Depth of water Plan Borings Logs Trench Logs for Report No. 86-4-209 Nicklaus -Dye Courses -PGA West DATE 3-5-86 BORING NO. 1 LOCATION Per Plan s n d) 0 0 o E V) L o U � 3 ° CO DESCRIPTION Boring 1 .. E �. U 0 a v L o v .2 a� �' Ln C 0 - M v ro C` a o v C-_ U 0- REMARKS AND ANALYSIS 14 14 14 B1:'Brown grey clayey very fine sandy silt 77.4 65.3 76.3 13.8 14.5 33.5 ML 72 60 71 5 10 60 55 Al: Light brown grey to brown silty very fine to fine sand 100.2 '106.2 1.8 2.2 SP/ SM 84 89 _15- 60 38 A2: Light brown to brown silty very fine sand 96.5 82.7 5.7 4.4 SM 88 76 20 25 B2: Brown clayey very fine sandy. silt --- --- ML --- 30 26 Brown color -A2 108.0 9.8 SM 93 B2: Brown clayey very fine sandy silt --- --- ML --- 35 21 B3:Brown sandy clavey silt 84.0 37.2 MLICL--- NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual - "undisturbed" ring sample Total Depth - 36' No Free Water Encountered 1-1dLC 0 DATE 3-5-86 LOG OF BORING for Nicklaus -Dye Courses -PGA West BORING NO. 2 Job NO -B -14413-P3 Report No. 86-4-209 LOCATION Par P1 .-. a QN �° E L o o DESCRIPTION Boring 2 .. 3 ^ .. �� C - U �� 0 a �.. V c 0 a v E u CJ o C C�U.. • REMARKS AND ANALYSIS 0 19 27 B1: Light brown clayey very fine sandy silt 83.9 80.8 11.9 8.9 ML 78 75 5 27 39 34 Al: Light brown silty very fine to fine sand 81.9 3.0 102.9 2.6 : 99.7 3.2 SP/ 69 'SM 87 84 10 15 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual - "undisturbed" ring sample , Total Depth - 16' No Free Water Encountere ,. t v t nvtcir u Job No. B -14413-P3 Report No. 86-4-209 Nicklaus -Dye Coarse -PCA West - DATE 3-5-86 BORING NO. 3. LOCATION Per Plan Q °' in 0 >,o � 3 o CO DESCRIPTION Boring 3 3 ., y CL.0 �. O a _ D v oa a v o . �n C o n v ,� ` vov C U ° REMARKS AND ANALYSIS 29 17 27 Al: Light brown to light brown grey silty very fine to fine sand with roots , 89.4 91.5 95.7 1.8 3.0 3.4 SP/ Sy 75 77 81 SZ Water Table @ 19.5' 5. 10'9 B3/B2: see below 88.9 33.3 --- 10 B3: Brown sandy clayey silt 83.4 91.9 40.3 31.6 KH ., --- _15- .20- NOTE: The stratification lines indicate the approximate boundaries between soil types -and the transition may be gradual �.- "undisturbed" ring sample B3/B2: Brown sandy clayey silt over clayey sandy silt Total Depth -21' LOG OF BORING for Nicklaus -Dye Courses -PGA West DATE 2-7-86 BORING NO. 4 Job NO- B -14413-P3 Report No. 86-4-209 LOCATION Per Plan :. L a U Q 0a o -0L E N N 3 o CO DESCRIPTION Boring 4 3 ,� " >, cru a v �.L oa 2a v a F- — �n° C o a '� s ao, ro U E >,o aov t✓U REMARKS AND ANALYSIS 14 20 Al: Light brown silty very fine sand with roots 92.5 96-0 0.7 3 SP/ SM 78 81 �Z_ Water Table @ 18' 5 20 A2: Light brown very silt. very fine sand 90.4 6.2 SM 83 10-12 B2: Brown cla ey very f ind ML 15-_024 Brown very silty very ine sand 105.3 S1l B2: Brown clayey very fine sandy silt B3/A2:.see below 107.9 20.8 HL IH/ 20 NOTE: The stratification lines indicate the approximate boundaries between soil types and•the transition may be gradual— - "undisturbed" ring sample - "disturbed" ring sample B3/A2: Brown sandy clayey silt over A2 Total Depth - 21' DATE 3-7-86 for Nicklaus -Dye Courses -PGA West BORING NO. 5 Report No. 86-4-209 LOCATION Par P1 — c o. C1 D 0 ° �n ) O 3o m DESCRIPTION Bor ing' S .. �w C �. U GD n CJ • U O V n. E- __. Vn C O v _' ro c b U QJ O v C_' U n. REMARKS AND ANALYSIS 38 B4: Light brown and can clayey sandy silt 86.2 3.3 ML 72 0671 25 29 36 Al: Light brown silty very fine to fine sand 93.7 98.4 102.5 JL00 -7 1.3 1.9 3.0 4 .61 SP/ SM 79 83 86 85 5 1 15 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual - "undisturbed"ring sample Total Depth - 15' No Free Water Encountere r1alC o forReportNo. ~86-4-209 Nicklaus -Dye Courses -PGA West DATE 3-7-86 BORING NO, 6 LOCATION Per Plan C +13 DESCRIPTION 3 v a -' c° v REMARKS AND ANALYSIS Q •- �w H D vii cp �c L_.a oa r a E o v ,.Boring 6 Z) a 0 34 Al: Light brown silty --- 1.43p/. very fine sand SM S 17 A2: Light brown very 97.2 3.7 sm 89 silty very fine sand 10 � _ B1: Light brown clayey PQ, very fine sandy silt : I :q A2: Brown very silty SM 15 40 very fine sand -_- 8: --- NOTE: Total Depth.- 16' The stratification lines No Free Water Encountered indicate the approximate boundaries between soil types and th4 transition may be gradual i "undisturbed" ring sample - "disturbed'! ring sample I Plate B ..a, -A%&1IV. JUU IV0.b-1441J—YS for Report No.86-4-209 Nicklaus -Dye Courses -PCA West DATE 3-7-86 BORING NO. 7 .LOCATION Per P1 an v O \ 1' a, 3 DESCRIPTION E o N >1 o N m Boring 7 0 B4: Light brown clayey 27 sandy silt 27 5 20 Al: Light brown siltySpy H very fine to fine SM 50 sand 98.5 2.8 I1 83 V15 1 26 I A2: Brown very silty I 94.3 13.8 I SM I 87 very fine sand 20 60 C 0 " ? v 92 > av REMARKS AND ANALYSIS C U n O N -' 11 OIV 50 �� a. V° CU°. 73 HL 73.2 4,5 --- 86.0 5.2 --- --- SM 86.8 .4.9 30 --- Al: Light brown siltySpy H very fine to fine SM 50 sand 98.5 2.8 I1 83 V15 1 26 I A2: Brown very silty I 94.3 13.8 I SM I 87 very fine sand 20 60 A3: Brown silty very113.6 fine to coarse sand 2.6 SPI 92 Total Depth @ 36' No Free Water Encountered - 25 50 B4: Brown clayey sandy s.il t 86.9 16.6 PQ 73 A2: Brown very silty very fine sand --- --- SM --- 30 B3: Light brown sandy clayey silt --- 101.2 --- 24 . 2-__ PH --- 35- NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual -"undisturbed" ring sample B3: Light brown sandy clayey silt for Report No. 86-4-209, Nicklaus -Dye Courses -PCA West DATE 3-7-86 BORING NO. 8 LOCATION Per Plan C 0 ^ r n 3 DESCRIPTION `� �_ 3 � a F� ' �' u REMARKS AND ANALYSIS 0 ^w L ro E Boring 8 C]0. -5 a cn G: U0. 0 14 B4: Light can clayey 79.5 7.9 tg, 67 sandy silt 14 64.4 8.3 54 5 13 76.9 7.5 64 10 JAI: Light brown silty 48 very fine to fine sand 15 37 ® - "undisturbed" ring sample NOTE: The stratification lines indicate the approximate boundaries.between soil types and the transition may be gradual P/ 105.9 2.1 SM 89 97.9 2.7 82 Total Depth - 16' No Free Water Encountered for Report No.86-4-209 Nicklaus -Dye. -Courses -PGA West DATE 3-7-86 BORING NO. 9 LOCATION Per Plan C o. s ^ N u n. (cu: REMARKS AND ANALYSIS a E �? o DESCRIPTION _ b E v o 0 v) o ra a cL U C U Q - Boring 9 - 0 24 B3: Light can sandy 73.7 6.0 ML/ --- clayey silt CL 17 78.0 5.0 --- 5 24 B1: Light can clayey 43.3 2.5 MI. 86 very fine sandy silt '10- 24 Al: Light brown silty 106.0 2.8 SP/ 89 very fine to fine SM sand 15 30 106.2 2.8 89 Total Depth-- 16' - "undistubed" ring No Free Water Encountere sample OTE: , The stratification lines indicate the approximate boundaries between soil types 'and the transition may be gradual - DATE 3-10-86 for Nicklaus -Dye Courses -PGA West BORING NO. 10 Report No. 86-4-209 LOCAT10N ne, ni - .. s a v 0 0 ° E �, v� L o 3o m DESCRIPTION Boring10 .. 3 w a Q ? v .� y_ L 0 V a � f- -. voi C . o a v E L 41 O Q1 0 Q. REMARKS AND ANALYSIS A2: see below SM ' 27 30 21 Al: Light brown silty very fine to fine grained sand 99.3 104,1 104.0 2.0 2.1 1.5 SP/ SM 84 88 88 5 36 A3: Light brown silty very fine to coarse grained sand --- 3.3 SM --- 10 15 91 A2: see below 93.0 6.0 SIM 85 ®- "undisturbed" ring sample NOTE: The stratification lines indicate the approximate boundaries between soil. types and the transition may be gradual A2: Light brown very silty fine sand Total Depth @ 16' No Free.Water Encountere r 1Q lG L7 vi, JOD NO. 0 -1441J -YJ •for Report No. 86-4-209 Nicklaus -Dye Courses -PCA West DATE 3-10-86 BORING NO. 11 LOCATION Per Plan .. s o N 0 0 0 � v) v O h o m DESCRIPTION Boring 11 _ 3 w C L. V Z) � a v _` O v � n F- C o a u E O v O U CL � 0 REMARKS AND ANALYSIS A2: see below SM Water Table '@ 25' 38 B1: Light brown clayey very fine sandy silt 95.6 11.7 HL 88 40 28 48 Al: Light brown silty 105.3 very fine to fine sand 88.9 104.0 4.3 2.2 2.0 SP/ 89 SM 75 88 5 10 42 B1: Light brown clayey very sandy silt 85.2 6.8 ML 79 15 B3: Br�Cn sandy clayey CL 20 45 15 s A2: Brown very silty very fine grained sand 102.8 98.0 --- 5.0 18.6 24.7 SM 94 91 --- 25 30 - "undisturbed" ring sample NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual A2: Brown very silty very fine grained sand , Total Depth -31' e 4 e Plate n DATE 3-10-86 Ior Nicklaus -Dye Courses -PCA West BORING NO. 12 Report No. 86-4-209 LOCATION Per Plan .-. s CL O 0 0 o E vii °.' O o m DESCRIPTION Boring 12 .. �, U �� a v �_ ` O v fin. a _ — v°� O v CL U M E 0 0 0 �Ua REMARKS AND ANALYSIS B1 a --- --- ML --- Water Table @ 15' 18 24 26 A2: Light brown very silty very fine grained sand 93.4 96.4 96.9 3.1 4.0 3.8 SM 86 88 89 5 10 11 B3/B2: Brown sandy clayey silt over. clayey sandy silt 94.6 29.7 CL/ ML 79, 5 23 A2: Brown very silty very fine sand --- --_ SM --- B3: see below --- --- --- 19 B2: Br?rn clayey sandy si 87.6 37.7 ML 75 - "undisturbed" ring sample - "disturbed" ring sample B1: Brown clayey very sandy silt B3: Brown clayey sandy silt NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Total Depth - 21' 30 - "undisturbed" ring sample - "disturbed" ring sample NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual B1: Brown clayey sandy silt Total Depth @ 31' yr ouKw4u for Nicklaus -Dye Courses -PCA West DATE 3-10-86 BORING NO. 13 Job NO. B -14413-P3 Report No. 86-4-209 LOCATION Per Plan a 0 ° �° O' 3 ° DESCRIPTION Boring 13 � 3 � > c�-n 5 6 `. ` c h` oa :2 " � H -- o vi c 0 ? b c ro a u E voa a U .� REMARKS AND ANALYSIS 8 7 5 22 15 18 B1: B2: B1: A3: Al: see below Light grey to brown clayey very fine sandy silt Brown clayey sandy silt Brown silty very fine to coarse sand Brown to brown grey silty very fine sand --- 90.8 92.7 --- 105.7 102.1 --- 29.4 31.6 20.0 22.7 21.5 --- ML ML P1L SM SP/ SM --- 84 80 --- 89 86 --- �_ Water Table @ 9' 5 10 15 20- 25 30 - "undisturbed" ring sample - "disturbed" ring sample NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual B1: Brown clayey sandy silt Total Depth @ 31' for Report No. 86-4-209 Nicklaus -Dye Courses -PCA West° DATE 3-11-86 BORING NO. 14 LOCATION Per- Plan o. 41 D 0 E V)U 0 o m DESCRIPTION Borinp, 14 3 ^ �+ �.ry 'C L. U JD a v L 0 V �a a ~ Vn C 0 b y •(d I. L y 0 41 C�Ua REMARKS AND ANALYSIS . 0 16 A2: Light brown to grey very silty very fine 102.0 7.5 SM 93 = Water Table @ 13' 9 2: Light grey to brown • clavev sandy 89.6 28.7 ML 77 5 16 2: Light brown very silty very fine sand 95.4 6.3 SM 86 12 19. 2: Brown clayey very finE sandy silt --- 92.1 22.7 32.1 ML - 7 10 15 ®Total - "undisturbed" ring sample - "disturbed" ring sample NOTE: The stratification lines indicate the approximace boundaries between soil types and the transition may be gradual Depth - 16' r1dLG D 1-Y" yr DUKINU Job No. B -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PCA West DATE 3-11-86 BORING NO. 15 LOCATION Per Plan c -- o vim':. t ° v ? ro v REMARKS AND ANALYSIS a E ?� 3 DESCRIPTION w U �-' ro a v >,o ° 21- ov o 0oov D v) m a ° V) or U 1L 0 Boring 15 A2: Brown very silty very sm 12 fine grained sand 91.0 10.4 83 12, B1: Brown clayey very 88.4 18.1 MI. 8.2 fine sandy silt w ravel 5 5.5 B2: Brown clayey very --- 29.0 ML --- fine sandy silt 10 18 A4: Brown clayey silty 98.5 23.9. SC 82 Clay lens @ 10.5' very fine sand r15 �.see ow --- 22.1 SM --- - "undisturbed" ring Total Depth - 16' sample - "disturbed" ring sample NOTE: The stratification lines indicate the approximate ' boundaries between soil types and the transition may be gradual A2: Brown very silty ver fine grained sand PIMP R rvv V► uVl\►1\V for Nicklaus -Dye Courses -PCA WesC DATE 3-11-86 BORING NO. 16 -)uu ivu. B 1441)-P.i Report No. 86-4-209 LOCATION Per Plan s n v D 0 o E >, vi �? o o m DESCRIPTION Boring 16 .. �� c u Z) in °- v ` o v .2 a �' o C 0 a v E u v o v U& REMARKS AND ANALYSIS B2: Brown clayey very fine sandy silt ------ B3:Brown sandy clayey sil --- --- ML --- 5 B4:Brown clayey sandy sil --- --- MI. --- B3: Brown sandy clayey ------ CL A2: Brown very silty very fine arpinpd --- --- SM _10- A4: Brown clayey silty very fine grained sand --- 27.6 SC --- 15 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Total Depth - 15' No Free Water Encountere �-- ^ DATE 3-20-86 LOG OF BORING Job No. B -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PGA West Trench No: 1 LOCATION Per Plan •C n v 0 o E >. V) L O 3 0 00 DESCRIPTION Trench 1 �-� C L U v L o 41 a �'_° U C 0 '_ ro v E U 0 O v Un REMARKS AND ANALYSIS N B1: Brown grey to light grey clayey very fine sandy silt with trace of gravels 89.9 4 iII, e Free Water Not Encountere Al: Light brown to grey very SP/ N N B1: Brown grey to light grey clayey very fine sandy silt with trace of gravels interbedde with clay lenses 83.0 79.4 7.5 11.7 III.. 70 73 5 A3: Brown silty very fine to coarse sand SM 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Stopped @ 10' trace of gravels Al: I_i.ght brown to grey B1: see below. 2:Bro to 5 granesayn�er�h€ibeown 3: Brown sandy clayey silt A2: Brown to light brown very silty very fine grained sand 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual B1: Browri grey 'to light grey clayey very,fine sandy silt with trace fo gravels SP/ ru. SM ML / CL SM Free Water Not EncounterE( Stopped @ 10' LOG OF BORING Job No -B -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PGA West DATE 3-20-86 Trench No. 2 LOCATION Per Plan c ° 3 ? v a v '_ ro v REMARKS AND ANALYSIS a E o DESCRIPTION .. �, L o E- ro a 0 > m c U Z)0 a o v -a o v) v o v CL'Un 0 Trench 2 - B1: Brown grey to light ML grey clayey fine sandy very silt with. trace of gravels Al: I_i.ght brown to grey B1: see below. 2:Bro to 5 granesayn�er�h€ibeown 3: Brown sandy clayey silt A2: Brown to light brown very silty very fine grained sand 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual B1: Browri grey 'to light grey clayey very,fine sandy silt with trace fo gravels SP/ ru. SM ML / CL SM Free Water Not EncounterE( Stopped @ 10' LUL; Ut tiUKlnl; Job No. B -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PCA W_. t DATE 3-20-86 Trench No. 3 LOCATION Per P1.,, r a 0 � E v ° 3 ° d DESCRIPTION Trench 3 `' 3 �, .. '' �� a v. ' L a a — v°� C 0 ? ri v b r'- ` a o CUa- REMARKS AND ANALYSIS - A1: see below P/ sri Free Water Not Encountere B3: Brown sandy clayey silt �S C • Al: Brown grey to light grey clayey very fine sravelsilt with trace of P/ SM A3: Brown silty very fine to coarse sand , SM S 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Al: Brown grey to light grey clayey very fine sandy silt with trace of gravels Stopped @ 10' } Plate 13 LOG OF BORING Job NO. B -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PCA West DATE 3-20-86 Trench No. 4 LOCATION • per -Plan C 0 s ° v '_ v REMARKS AND ANALYSIS av 3 DESCRIPTION .. 3 ` F- a U °1 >,° ° c U o v - u o v io V) j mDO a �°. Ln �Ua 0 Trench 4 • B1: Brown grey to light ML grey clayey very fine san y N silt with rr;RreG B3: Brown sandy clayey ML/ silt CL N. 88.8 4.7 --- 5 N Al: Light brown to grey 97.1 4.3 P/ 82 very fine.to fine SM sand Free Water Not Encountere NOTE: Stopped @ 7' The stratification lines indicate the approximate boundaries between soil types and the transition 10 may be gradual DATE 3-20-86 LOG OF BORING for Nicklaus -Dye Courses -PCA West Trench No. 5 Job No. B -14413-P3 Report No. 86-4-209 LOCATION P__ D, _ a 0 �° ? v3 o o DESCRIPTION Trench 5 .. � = C LU v o Q1 a' - Vn C o a v ro E ` N O Ql C-_ U n REMARKS AND ANALYST` A2: Brown to light brown very silty very fine grained sand SM , Free Water Not Encounter( A3: Brown silty very fine to coarse sand SM 5 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual r Stopped @ 10' DATE 3-20-86 LOG OF BORING for Nicklaus -Dye Courses -PCA West Trench' No. 6 Job No. B -14413-P3 Report No. 86-4-209 LOCATION Per Plan cv a D 0 0 E >. vi �? O 3 0 co DESCRIPTION Trench 6 C �. U Z) 0,a O 4J -5 a. a �' v� C _o �'-, n v ro 41 O c� U q- REMARKS AND ANALYSIS' B1: Light brown very fine sandy silt ML ree Water Not Encountere A4: Tan silty clayev sand Sc A3: Brown fine to medium grained sand SM S 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Stopped @ 10' DATE 3-20-86 LOG OF BORING for Nicklaus -Dye Courses -PCA West Trench No. 7 Job NO -B -14413-P3 Report No.86-4-209 LOCATION Per Plan s a3 °> 0 0 o >1 >,o o co DESCRIPTION Trench 7 3 " ,, cru v ov �' — Ln C 0 a v u E L Ai cr U °- REMARKS AND ANALYSIS N B3: Brown sandy clayey/ silt 86.8 9.9 CL --- Free Water Not Encountere N N Al: Light brown to grey. very fine to fine sand with tan f ine sand 96.1 93.7 3.4 5.0 SP/ SM 81 79 5 1 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Stopped @ 10' DATE 3=20-86 LOG OF BORING for Nicklaus -Dye Courses -PGA West Trench No.8 Job NO -B -14413-P3 Report. No. 86-4-209 LOCATION no. D, _ w s C1. to 0 o E Ln v o .. 3 o m DESCRIPTION Trench 8 '" 3 ,� - �• �� ° .-. v �a a voi C ..o - .-. > '_ v ro a u v o cYUa REMARKS AND ANALYSIS Al: Light brown to grey very fine to fine sand. SP/ SM Free Water Not Encounters B4: Light brown clayey very sandy silt ML 5 Transition .from B4 to A3 A3: Brown silty very fine to coarse sand SM 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and.the transition may be gradual Stopped @ 10' DATE 3-20-86 LOG OF BORING for Nicklaus -Dye Courses -PCA West Trench No. 9 Job No. B -14413-P3 Report No. 86-4-209 LOCATION Per Plan r a 0 ° V) ° � 3 o c0 DESCRIPTION Trench 9 .. 3 >. � 0 a v ` °' CU F- — v) C V '- M v ro a u E L- C U °- REMARKS AND ANALYSIS A3: Brown silty very fine to coarse sand SM Free Water Not Encountere A1: Light brown to grey very fine to fine' sand SP/ SM Silt lens 5 A3: Brown s it Cy very f ine to coarse sand SM 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Stopped @ 10' 'LOG OF BORINGJob No. B -14413-P3 ' for Report No. 86-4-209 Nicklaus -Dye Courses -PGA West DATE 3-20-86 Trench No, 10 LOCATION Per Plan .-. .. -� CL 0 ° V) 13 O o m - DESCRIPTION Trench 10 `" .. 3 w > �� n v �°� v F- — voi o _' v ro 0. U o - caj l�Un , REMARKS AND ANALYS N A2: Brown to light brown very •silty very fine grained sand 90.7 85. SM 2.5 83 4 SPS SM 4:9. 79 LN N Al: Light brown to grey very fine to .fine sand 94.0 5 Al interbedded with silt lenses 10- A3: Brown silty very fine SM to coarse sand Free Water Not Encountere NOTE: Stopped @.13' The stratification lines indicate the approximate 15 boundaries between soil types and the transition may be gradual LOG OF BORING Job No. B -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PGA West DATE 3-20-86 Trench No. 11 LOCATION Per Plan C a�? 0 0 o Vi o 3 o CO DESCRIPTION Trench 11 >. y �� a v �° � �" -- o v) C 0 ,: -- � m v a ` E �U°- REMARKS AND ANALYSIS Al: Light brown to grey very fine to fine sand SP/ SM Free Water Not Encountere B2: Brown clayey very fine sandy silt ML B3: Brown sandy clayey silt CL S 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Stopped @ 10' • LOG OF BORING Job No. g -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PCA West DATE 3-20-86 Trench No. 12 LOCATION - Per Plan a+ C o 0 3 v V >1 v za ? U v REMARKS AND ANALYSIS Q E v o DESCRIPTION _ -` E- ro v D �o in _ m �,w cLU �� ° ov �° o v0 Dov CUa Trench 12 0 Al: Light brown to grey SPS very fine to fine SM sand Sandy clay lens B3: Brown sandy clayey FCL S silt Dense clay lens @ 7' Free Water Not Encountere 1 NOTE: Stopped @ 10' The stratification lines _ indicate the approximate boundaries between soil types and.the transition may be gradual DATE 3-20-86 LOG OF BORING . .-for Nicklaus -Dye ICourses-PGA West Trench No. 13 Job NO -B -14413-P3 Report No. 86-4-209 LOCATION Per Plan s o (U 0 0 o 0 ;, V) o U y o co DESCRIPTION Trench 13 3 -r c` U ZDo ° N o (U E _' v°) C 0 a v b ` v o v oU°- REMARKS AND ANALYSIS N A1: Light brown to grey very fine to fine sand 88.6 6.9 SP/ SM 75 Free Water Not-Encounterea N Silt and clay lenses 83.9 11.7 71 N B3: Brown sandy clayey Silt 88.5 2.5 ML/ CL --- 5 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual F Stopped @ 5' t F ' 1 DATE 3-21-86 LOG OF BORING for Nicklaus -Dye Courses -PGA West Trench No. .14 Job NO -B -14413-P3 Report No. 86-4-209 LOCATION D- ,,, -C a v 0 E >' v) v o o d DESCRIPTION Trench 14 '" ^ �„� C U :D0 a U D v o v .72n- a �' V) C O a u ro E` v o v CU I • -+ t ldll REMARKS AND ANALYSIS A3: Brown sandy clayey silt SM Shells Clay lens @ 8' Free Water Not Encountere S 10 NOTE: The stratification lines indicate the approximate boundaries between soil types and -the transition may be gradual Stopped @ 10' 0 k LOG.OF BORING Job No. B -14413-P3 for Report. No. 86-4-209 Nicklaus -Dye Courses -PCA West DATE 3-21-86 .Trench No. 15 LOCATION Per Pl.,, w .a n 0 o -0` E ci o 3 o co DESCRIPTION Trench 15 J` '" ., 3 w ,, D 0 a ^ D v �. L � a �- — V) C o a v ro L E a U °- I REMARKS AND ANALYSIS : A3: Brown silty very fine to coarse sand SM - 'Free Water Not Encounter C1: Dark brown silty clay CL S B2: Brown clayey very very fine sandy silt PII_ A2: Brown to light brown very silty very fine grained sand SM B2: Brown clayey very fine sandy silt ML 1 NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual - Stopped '@ 10' r 1. � , DATE 3-21-86 LOG OF BORING for Nicklaus-Dye.Courses-PGA West Trench No. 16 Job N o.B-14413-P3 Report No.86-4-209 LOCATION Per Plan c a 0 0 E N v o 3 o m DESCRIPTION Trench 16 .. 3 V ,, Z)C) a v H u -2 CL F- — C 0 '_ ,�, b a E Ua REMARKS AND ANALYSIS N A1: Light brown to grey very fine to fine sand SP/ SM 77 ' Free Water Not Encountere Stopped @ 6' Cl: Dark brown silty clay C L N N A1: Light brown to grey very fine to fine sand 88.3 92'7 17.E 4.6 P/ SM --- 79 S NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual DATE 3-21-86 V o 3 CL E o a � o in Ln co 0 5 LOG OF BORING Job No. B -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PCA West Tbench No. 17 LOCATION Per Plan to coarse sand B3: Brown sandy clayey silt 10 B4: Light brown clayey very fine to fine sand NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual 15 IML/ CL Free Water Not Encounter Stopped @ 11.5' r DESCRIPTION 3 N u F'' 2:n REMARKS AND ANALYSIS _ C u �Q a o v -a — voi E ceUn Trench 17 Al: Light brown to grey SP/ very fine to fine sand'Sm B3: Brown sandy clayey ML/ silt CT Cl: Dark brown silty clay CL A3: Brown silty very fine SM to coarse sand B3: Brown sandy clayey silt 10 B4: Light brown clayey very fine to fine sand NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual 15 IML/ CL Free Water Not Encounter Stopped @ 11.5' r LOG OF BORING for Nicklaus -Dye Courses -PCA West DATE 3-21-86 Trench No. 18 Job NO -B -14413-P3 Report No. 86-4-209 LOCATION P, pi-.. r a v D o E` � V) o U � 3 0 cc DESCRIPTION Trench 18 _ V 'c ` u ba v � �, v H` 'o v fin: 0. F' v°) 0 > U _ �a a v ro E a o v r --U° REMARK SAND ANALYSIS 0 B3: Brown sandy clayey silt ML/ CL C'7 Free Water @ 10.: Al: Light brown to grey very fine to fine sand SP/ SM 5 B1: Brown grey to light grey clayey very fine sandy silt with trace of gravels ML B3: Brown sandy clayey ML CL 10 A3: Brown silty very fine to coarse sand SM—L_ NOTE: The stratification lines indicate the approximate boundaries between soil. types and the transition may be gradual Stopped @ 13' 15 DATE 3-21-86 LOG OF BORING for Nicklaus -Dye Courses -PGA West Ttench No. 19 Job No. B -14413-P3 Report No. 86-4-209 LOCATION s a n o 3 mZ) DESCRIPTION Trpnrh 19 3 , � a va °. -v vo) C 0 v UE b E o Cr U a REMARKS AND ANALYS15 0 N B2: Brown clayey very fine sandy silt 97.3 15.1 ML 84 Free Water @ 11. N B3: Brown sandy clayey silt 87.4 25.0 ML/ CL --- .5 N B2: Brown clayey very fine sandy silt 87.7 31.0 ML - -- A3:'Brown silty very tine to coarse sand - SM 10 NOTE:' The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Stopped @ 12.5' 15 DATE 3-21-86 LOG OF BORING for Nicklaus -Dye Courses -PCA West Trench No..20 Job No. B -14413-P3 Report No. 86-4-209 LOCATION •r -C a 41 0 0 >, `n v 0 H 3 o co DESCRIPTION Trench 20 v Y, 0 v .. 3 -� C U 0 V �D a �a — v°) �� ♦ 1611 C 0 •�,,, /1 aj a v REMARKS AND ANALYSIS ` 41 p v �Ud A1: Light brown to grey very fine to fine sand SP/ SM Free Water Not Encounter c Al with increasing clay content 5 Cl: Dark brown silty clay CL Al: Light brown to grey very fine to fine sand SPS SM 10 NOTE: The stratification lines .indicate the approximate boundaries between soil types and -the transition may be gradual. Stopped @ 11' ' k a DATE 3-21-86 t O LvU yr JoD No. B -14413-P3 for Report No. 86-4-209 Nicklaus -Dye Courses -PGA West Trench No. 21 LOCATION per Plan C o. Qj v ,- C a ; m c REMARKS A u 3 DESCRIPTION P. u E- «- a- Qj U ND ANALYSIS aai Eo o ">,�- �� roE� N 0 c�a oa o wov Z)C)a V) C�Un. 0 Trench 21 S 10 Al: Light brown to grey SPS very fine to fine sand SM B4: Light brown clayey ML very sandv silt A3: Brown silty very fine SM to coarse sand NOTE: The stratification lines indicate the approximate boundaries between soil types and the transition may be gradual Free Water Not Encounter(d Stopped @ 11' Plate B'—