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HomeMy WebLinkAboutTract Map 4646 Parcel 1 Dendy Soils Report 1 ' PROJECT NO.: FILE CATEGORY: PROJECT MGR.: 1 ' SUPPLEMENTAL SOILS REPORT PROPOSED CLEARWATER WATER PARK ' NORTHWEST CORNER OF DENDY PARKWAY AND DIAZ ROAD ' TEMECULA, CALIFORNIA CLEARWATER WATER PARK DEVELOPMENT 1 1 John R. BuErlu I N C O R P O R A T E D 1 If✓rf7 John I N C O R P O R A T E D 1 1 ' SUPPLEMENTAL SOILS REPORT PROPOSED CLEARWATER WATER PARK ' NORTHWEST CORNER OF DENDY PARKWAY AND DIAZ ROAD ' TEMECULA, CALIFORNIA ' CLEARWATER WATER PARK DEVELOPMENT 1 - -1 1 1 1 _1 _ GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington(909)877-1324 Riverside(909)783-1910 Fax(909)877-5210 1 John R. Byerly ' I N C O R P O R A T E D ' SUPPLEMENTAL SOILS REPORT MAY 26, 2009 1 ' PROPOSED CLEARWATER WATER PARK NORTHWEST CORNER OF DENDY PARKWAY AND DIAZ ROAD TEMECULA, CALIFORNIA :1 _1 ' CLIENT: CLEARWATER WATER PARK DEVELOPMENT 35 ARGONAUT, SUITE B-2 ALISO VIEJO, CALIFORNIA 92656 ' ATTENTION`. JOSHUA HUNTER •1 RPT. NO.: 5639 ' DISTRIBUTION: FILE NO.: S-12630 (3) CLIENT (2) SDH AND ASSOCIATES — GEOTECHNICAL ENGINEERS • TESTING AND INSPECTION ' 2257 South Lilac.Ave., Bloomington, CA 92316.2907 Bloomington (909)877-1324 Riverside (909) 783-1910 Fax (909)877-5210 ' INTRODUCTION ' During April and May of 2009, a supplemental investigation of the soil conditions underlying the site of the proposed water park was conducted by this firm. To assist in the preparation of this ' report, a preliminary grading plan (Preliminary Grading Plan, SDH and Associates, Inc., undated) was reviewed. The purpose of our investigation was to further evaluate the surface ' and subsurface conditions at the site so that a more accurate estimate of the potential settlement could be made below the structures comprising the proposed water park. Apartment buildings planned for the eastern portion of the site are not included in this report. Our. investigation, together with our conclusions and recommendations, is discussed in detail in the following report. This report has been prepared for the exclusive use of Clearwater Water Park Development ' and their design consultants for specific application to the project described herein. Should the project be modified, the conclusions and recommendations presented in this report should be ' reviewed by the geotechnical engineer. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted ' r engineering principles and practices. This warranty is in lieu of all other warranties, express or implied. ' PROJECT DESCRIPTION ' The property is to be developed "as a water park with associated apartment buildings. The ' water park will be situated in the central portion of the property and will include water slides, pools, and single-story equipment and food distribution buildings. The water park structures will ' exert relatively light loads on the underlying soils. It is anticipated that maximum additional cuts and fills below the water park will be about 23 feet and 14 feet, respectively. Maximum cuts and fills below the parking area proposed for the western part of the site will be on the order of 26 feet and 8 feet, respectively. Cut and fill slopes with maximum heights of about 4 feet and 14 feet, respectively, at a maximum gradient of 2:1 (H:V) are planned for the water park. Significant retaining walls are not proposed. Previous grading at the site placed surcharge fills at selected locations throughout the site to facilitate consolidation of the compressible natural 1 1 Rpt. No.: 5639 -• File No.: S-12630 1 1 ' soil. Present plans anticipate removing some of the surcharge fill in the southern portion of the site and placing that fill in the northern part of the property. The site configuration and proposed development are illustrated on Enclosure 1. PREVIOUS GEOTECHNICAL DOCUMENTATION ' Our earlier soils investigation for this property (Soils Report, Proposed Clearwater Water Park, Report No. 5208, February 3, 2009) included a review of previous soils investigations ' performed by others. These reports are referenced in our February 3, 2009 report. The earlier investigations noted the presence of deep compressible natural soil and recommended the ' placement of surcharge fills to consolidate the compressible soil prior to construction of buildings and other improvements. The placement of the surcharge fills was accomplished as ' recommended. Our soils investigation included six test borings drilled with a truck-mounted flight-auger to a maximum depth of 70.5 feet. Artificial fill consisting of dense silty sands and clayey sands and hard silty clays was encountered at all the test boring locations to depths ' ranging from 18 feet to 42 feet. The underlying natural soils generally consisted of loose to very dense sands and clayey sands with varying amounts of clay and soft to very stiff sandy silts and ' silty clays. Competent natural soil was generally encountered at depths ranging from 34 feet to 65 feet, but was not encountered in Boring 5. Bedrock was not noted at our ' exploration locations; ground water was encountered at depths varying from 35 feet to 63 feet in three of the borings. The majority of the fill and natural soils were relatively wet. The soils ' encountered in our test borings have a very.low to medium expansion potential in accordance with ASTM D 4829. Our liquefaction analysis assumed an earthquake magnitude of 7.4 and a peak horizontal ground acceleration of 0.66g from the Elsinore_Fault located on the western -portion_of..the._site... An historic high ground water level coincident with the original ground ' surface was assumed for our liquefaction calculations, which revealed a total dynamic settlement of 12.3 inches and 10.0 inches in Borings 3 and 6, respectively. The presence of a fill slope along Diaz Road immediately east of the site and the presence of the Mumeta Creek channel led us to conclude that there is a potential for lateral spread on the property. ..1 _1 ..., 2 Rpt. No.: 5639 File No.: 5-12630 It was determined that the engineered fill placed below the surcharge fills is relatively dense or hard, but the natural soils underlying the fill are relatiyely compressible. Although the surcharge fills have been in place for more than 2 years, measurements of settlement monuments revealed that .settlement.,is _continuing,. Settlement analyses indicated up to 3 inches of additional ' settlement,may still occur below the_,site .in the areas.,where.the surcharge_fills_were placed. Additional cuts and fills are planned below the site improvements. It appears that between _ ' 3 inches and 12 inches of additional settlement may occur due to the planned additional grading. In order to accommodate future settlement and any lateral spread potential, it was recommended that the apartment buildings and water park structures in the central portion of the site be supported on post-tensioned slabs-on-grade. If post-tensioned slabs are not capable of accommodating future settlement, the structures and retaining walls may be supported on a combination of geopiers and post-tensioned slabs. The geopiers may bear in either the engineered fill and/or compressible natural soil. Since the surcharge fills and other soil placed ' above the final design grades were only densified to a relative compaction of at least 85 percent,, it was recommended that these materials be removed below buildings, water park structures, ' hardscape, and pavement areas. ' FIELD AND LABORATORY INVESTIGATION ' For the supplemental investigation, the soils underlying the site were further explored by means of three test borings drilled with a truck-mounted flight-auger to a maximum depth of 101.5 feet ' below the existing ground surface. In addition, three cone penetrometer tests were performed to assist in evaluating the soil conditions in the immediate vicinity of the test borings. The ' approximate locations of the explorations are indicated on Enclosure 1. The soils encountered were examined and visually classified by one of our field engineers. A summary of the soil ' classifications appears on the boring logs, Enclosure 2. The cone penetrometer graphs are shown on Enclosure 3. The exploration logs show subsurface conditions at the dates and ' locations indicated and may not be representative of other locations and times. The stratification lines presented on the logs represent the approximate boundaries between soil types, and the transitions may be gradual. Relatively undisturbed soil samples were recovered ' at various intervals in the borings with a California sampler. The relatively undisturbed samples, -- together with bulk samples of representative soil types, were returned to the laboratory for Rpt. No.: 5639 File No.: S-12630 1 testing and evaluation. The driving energy required to advance the sampler at each sample interval was also noted. Included in our laboratory testing were moisture/density determinations on all undisturbed samples. Optimum moisture contentimaximum dry density relationships that were established for typical soil types in the referenced report were used in this current evaluation so that the ' relative compaction of the subsoils could be determined. Consolidation testing was conducted on selected samples to evaluate the compressibility characteristics of the soil. The moisture/density data are presented on the exploration logs, Enclosure 2. The consolidation test results are included on Enclosure 4. SOIL CONDITIONS Artificial fill consisting of dense silty sands and clayey sands and hard silty clays was encountered at all the recent test boring locations. The boring locations and respective depths of fill,are ' itemized below: ' Boring Number Depth of Fill (ft.) B-7 14.0 ' B-8 34.0 B-9 34.0 The underlying natural soils generally consisted of loose to very dense sands and clayey sands ' with varying amounts of clay and soft to very stiff sandy silts and silty clays. Bedrock was not noted at our exploration locations; ground water was encountered at depths of 23 feet and ' 43 feet in Borings 7 and 8, respectively, and in Boring 9 at a depth of 37 feet. The majority of the fill and natural soils were relatively wet. 1 4 Rpt. No.: 5639 File No.: S-12630 1 1 ' CONCLUSIONS AND RECOMMENDATIONS ' The engineered fill placed below the surcharge fills is relatively dense or hard, but portions of the natural soils underlying the fill are relatively compressible. Settlement calculations were conducted for the various buildings and structures on the water park site. These settlement calculations were conducted based on the stratigraphy encountered and the data derived from ' test borings performed on the site. A test boring was not drilled below each building and structure on the property, so the actual settlement may vary somewhat from the amounts calculated. Three tcriteria itemized below were considered in the settlement analyses: ' 1) How the weight of new engineered fill used to bring the site to the proposed finished grade elevation influences the compression of the natural soils and settlement of the ' final ground surface; 2) How the difference in weight between the existing surcharge fill that will be overexcavated and the weight of the soil after it is replaced as engineered fill influences the compression of the natural soils and settlement of the final ground ' surface; and 3) The amount of settlement.that will continue to occur in the underlying natural soils in cut areas. The results of our settlement analysis are tabulated below. The building numbers are shown on Enclosure 5, and the settlement values at each location in the parking lot are also enumerated on Enclosure 5. The estimated settlement values include settlement remaining from the original grading and that expected from the proposed additional grading. The percent of the total ' settlement estimated to be complete one year after the proposed additional grading is also presented in the table. 1 1 Rpt. No.: 5639 File No.: S-12630 1 ' SETTLEMENT TABULATION Maximum Minimum Differential Percent Of Settlement Settlement Settlement Settlement After STRUCTURES (In.) (In.) (In.) One Year Lary River- North End 8.0 80%, South End 5.7 82% ' East and West Centers 1.6 95% Lary River-Summary 8.0 1 6 _ 6 4 - ' Wave Pool - North End 1.7 - 9 Southwest and Southeast 6.5 97%, Portions -.' Wave Pool-Summary 6.5 1.7 4.8 - Tube Slides- North End 9.7 - - 80%, ' South End 4.0 - - 84%, Tube Slides-Summary 9.7 4.0 5.7 Rain Fortress 2.0 2.0 1.0 93% ' Mat Racer- North End 3.5 - - 85%, South End 2.2 - - 88%, Mat Racer-Summary 3.5 2.2 1.3 Boomerango- Northeast End 9.0 - - 80% ' Southwest End 8.0 - - 80%, Boomerango-Summary 9.0 8.0 1.0 Picnic Area- North End 2.2 - - 88% ' East End 4.0 84% South End 8.2 - - 80%, Picnic Area-Summary 8.2 2.2 6.0 BUILDINGS Building 1 - North End 7.0 - - 80% ' South End 1.2 - - 100% Building 1 -Summary 7.0 1.2 5.8 ' Building 2 - North End 5.0 - - 80%, South End 2.6 - - 85%, Building 2-Summary 5.0 2.6 2.4 Building 3 - Northeast Comer 7.5 80%, Southeast Comer 9.5 80% Rpt. No.: 5639 File No.: S-12630 1 1 Maximum Minimum Differential Percent Of Settlement Settlement Settlement Settlement After STRUCTURES (In.) (In.) (In.) One Year East Center 10.2 80% Southwest Comer 9.1 - - 80% Northwest Comer 6.6 80% West Side 7.5 - - 80% ' Building 3-Summary 10.2 6.6 3.6 Building 4 1.0 0.7 0.5 90% Building 5 1.5 1.0 0.5 92% Building 6 1.6 1.6 0.8 93% Building 7 1.6 1.6 0.8 93% Building 8 2.0 2.0 1.0 92% Building 9 2.0 2.0 1.0 90% ' Building 10 1.5 1.5 0.8 93% Buildings 11 and 12 9.5 9.5 1.3 80% PARKING LOT ' Location 1 1.5 - 88% Location 2 1.0 - 93% ' Location 3 0.5 - 88% Location 4 0.5 - - 1000% ' Location 5 0.5 - - 86% Location 6 1.2 93% Location 7 1.5 _ 93% ' Location 8 1.3 94% Location 9 1.3 - - - 95% ' Location 10 1.4 - - 90% Location 11 0.7 100% Location 12 2.0 - - 85% ' Location 13 1.4 - 95% Location 14 2.1 - - 88% Location 15 2.0 - - 88% Location 16 1.5 - 95% Location 17 1.8 - - 93% Location 18 1.5 95% _. Location 19 1.4 - - 85% Rpt. No.: 5639 File No.: S-12630 1 Maximum Minimum Differential Percent Of Settlement Settlement Settlement Settlement After STRUCTURES (In:) (In.) (In.) One Year Location-20 1.6 92% ' Location 21 1.3 - - 96% Location 22, 23, and 24 1.2 100% Location 25 3.6 - - 82% ' Location 26 4.4 - - 82%. Location 27 2.1 - - 88% ' Location 28 7.8 - - 80% Location 29 2.4 85% Location 30 8.8 - - 78% ' Location 31 8.0 - - 80% ' In areas where new fills are placed to bring the site to the desired finished grade elevation, it is anticipated that approximately 60 percent of the anticipated total settlement would occur within ' three months subsequent to complete placement of the fills. After placement of the 'fills in the north end of the site, settlement monuments should be established to monitor settlement due to the additional load on the compressible natural soils. ' It is recommended that at least four settlement monuments be installed. The settlement monuments should be installed in accordance with the diagram shown on Enclosure 6 and ' should be read at least every 6 months by the project civil engineer. The data should be reviewed by the geotechnical engineer. It is anticipated that 98 percent of the total settlement ' caused by the recompacted surcharge fill and new,fill would occur within the first 4 years. In order to accommodate future settlement, the buildings and some of the structures may have to be supported on post-tensioned slabs-on-grade. _If post-tensioned. slabs.are not capable._of. accommodating.the.anticipated magnitud_e_of future.settlement,-the_structures.and.retaining.walls, ' may be supported on. a_combination.of.geopiers.and.post.tensioned,slabs.. The geopiers may bear in either the engineered fill and/or compressible natural soil. 1 1 t 8 Rpt. No.: 5639 File No.: S-12630 1 ' We assume that the site will be prepared -in accordance with Chapter 33 of the California Building Code or the current City of Temecula Grading Ordinance. The earthwork ' recommendations presented in the referenced soils report should be followed. The conclusions and recommendations presented in this report are based upon the field and laboratory investigation described herein and represent our best engineering judgment. Should ' conditions be encountered in the field that appear different from those described in this report, we should be contacted immediately in order that appropriate recommendations might be prepared. Respectfully submitted, JOHN R. BYERLY, INC. & reaeomaet �i'�-Y��v �i �/t�eotvt� egioeber� ' Glenn S. Fraser, Geotechnical Engineer CF Project Manager No.GM79 ' J hn R. Byerly, Geotechnical Engineer Eq.toe9.&I'l resident * ' JRB:GSF:jet O Enclosures: (1) Plot Plan (2) Exploration Logs (3) Cone Penetrometer Data _ (4) Consolidation Test Results ' (5) Building Identification and Parking Lot Settlement (6) Settlement Monument Diagram _1 9 Rpt. No.: 5639 File No.: S-12630 1 1 Boring 7 e�Q \ ova Q.cs�� ocy\� o oc t`Qso. �so�0 Boring Date:4/75/09 Go �� _ Surface Elevation: 1034 ' 0 O yQ 0 Drilling Method: Flight-auger ScSM Gray-brown silty fine to coarse sand with a trace of clay and day seams, moist and dense(FILL) ' 13.0 123 8.6 96 10 SM Brown silty fine to coarse sand with a trace of day and gravel, 15.1 121 12.0 96 moist and dense(FILL) Sc Dark gray clayey fine to medium sand to sandy clay,moist 8.8 108 13.3 87 CL and medium dense to very stiff(ORIGINAL GROUND) n 20 7.7 110 15.5 88 SM Gray silty fine to coarse sand with a trace of gravel,wet and medium dense R 8.8 116 20.4 — SP -becoming saturated at 23.0 feet Brown fine to coarse sand with a trace of gravel,saturated and medium dense 30 ? SP Brown fine to coarse sand with a trace of silt,saturated and 8.8 109 17.8 — medium dense 13.0 123 13.1 — SP Brown gravellyfine to coarse sand with a trace of silt, saturated and medium dense 40 10.5 112 26.5 87 SM Dark gray silty fine to coarse sand with a trace of clay, saturated and medium dense 13.0 128 13.1 — SP Gray gravelly fine to coarse sand saturated and dense t" —50 CL Dark gray silty clay,saturated and stiff 4.9 110 19.1 CL Gray silty clay with a trace of sand, saturated and stiff to very 5.3 103 26.0 88 stiff 60 7.7 108 24.3 87 ML Dark gray sandy silt with clay, saturated and very stiff 6.0 102 20.1 87 CL Dark gray silty clay with sand,saturated and very stiff i- 70 LOG OF BORING Clearwater Water Park Enclosure 2, Page 1 ' John R. Byedy, /nC. Temecula, California Report No.: 5639 _ File No.: S-12630 1 Boring 7 0` 1t` `Gcn t a Boring Date:4H5/09 Surface Elevation: 1034 ' 70 a 9Q Ors qa\' yea Drilling Method: Flight-auger 6.3 103 23.4 88 CL Dark gray silty clay with sand,saturated and very stiff ' 8A 112 21.1 90 Sc Gray clayey fine to medium sand to sandy clay,saturated and CL 80 medium dense to very stiff 8.8 .109 23.4 93 CL Dark gray silty clay with a trace of sand,saturated and very stiff to hard 12.3 108 21.9 92 8 90 SP Brown fine to coarse sand with gravel, saturated and dense 19.1 116 15.6 — ffi d 17.5 — — — 100 CL Dark gray silty clay with a trace of sand,saturated and very 7.4 110 18.5 94 1 stiff to hard Total Depth at 101.5 Feet Free Ground Water Encountered at 23.0 Feel 110 i3 i li t 120 130 Al 14 LOG OF BORING Clearwater Water Park Enclosure 2, Page 2 John R. Byerly, Inc. Temecula, California Report No.: 5639 File No.:S-12630 1 Boring 8 y`r1 C' Goy`oc` 0oy ymc� y Qyo �yo�° Boring Date:4110109 ' oQ~r AO`o � �pe t° 4e\GoF y�ec Surface Elevation: 1049 O �o Drilling Method: Flight-auger 0 SM Brown silty fine to coarse sand with clay seams to sandy clay, CL moist and dense to hard(FILL) 11.6 117 12.0 93 ' 10 CL Gray-brown sandy clay,moist and hard(FILL) 9.5 116 12.8 94 SM Brown silty fine to coarse sand,moist and dense(FILL) 15.1 121 10.5 91 a 20 17.5 118 11.1 — SM Dark brown silty fine to medium sand with a trace of clay, moist and dense(FILL) A ML Green-gray silt with clay and sand,moist and hard(FILL) 12.6 118 13.5 98 CL Black and brown silty clay with sand seams,moist and hard 30 (FILL) 14.4 117 10.5 91 SM Gray-brown silty fine to coarse sand with a trace of clay,moist and dense(FILL) CL Dark brown silty clay with a trace of sand, moist and hard 13.3 113 10.9 96 (ORIGINAL GROUND) 40 8.1 115 7.2 89 SM Dark brown silty fine to coarse sand with a trace of clay, moist and medum dense — becoming saturated at 43.0 feet 9.8 122 14.6 SP Brown gravelly fine to coarse sand with a trace of gravel, E i saturated and medium dense 50 — +s1,. . SP Brown gravelly fine to coarse sand with a trace of clay, 8.1 120 16.9 Sc saturated and medium dense 13.7 119 15.9 — SP Brown fine to coarse sand with a trace of gravel, saturated and medium dense 60 12.6 121 15.1 — SM Dark gray gravelly fine to coarse sand with silt, saturated and medium dense 13.3 106 21.3 87 ML Grey clayey silt with sand, saturated and very stiff _ 70 ' LOG OF BORING Clearwater Water Park Enclosure 2, Page 3 ' John R. Byerly, Inc. Temecula, California Report No.: 5639 File No.: S-12630 '1 Boring 8 F°1 qci �, oo cy 6 Q gyp° Boring Date:4/10/09 Surface Elevation: 1049 Drilling Method: Flight auger 70 O � � 5.3 111 18.5 89 Be Gray fine to coarse sand,saturated and medium dense Dark gray sandy clay, saturated and very stiff 6.0 104 22.9 89 CL Gray silty clay, saturated and stiff to very stiff ' 80 5.6 101 26.5 86 CL Gray silty clay with sand, saturated and hard 4.9 108 17.7 92 a d 90 • 9.1 110 18.9 94 i8 ' 0 13.7 114 23.5 — SM Dark gray fine to medium sand with a trace of silt and clay, saturated and medium dense 100 n 26.3 — — — -becoming very dense at 100.0 Feet i? Total Depth at 101.0 Feet W Free Ground Water Encountered at 43.0 Feet a 110 h 1� 8 { ' 120 y 130 1� 14 ' LOG OF BORING Clearwater' Water Park Enclosure 2, Page 4 John R. Byerly, Inc. Temecula, California Report No.: 5639 File No.: S-12630 Boring 9 o o�eQ �ce�0a ocy�rl 0 oc �Qa� �so�o Boring Date:4/10/09 et'�` 0� O O �,� �,o �� Surface Elevation: 1055 0 O yQ� 0 `c O6 �0 �0 �9 Drilling Method: Flight-auger CL Dark brown silty clay with sand,wet and hard(FILL) 7.7 113 17.3 96 10 5.3 106 20.2 90 CL Gray silty clay with sand and sand seams,moist and hard (FILL) SM Brown silty fine to coarse sand with a trace of clay, moist and g 15.4 122 11.4 95 dense(FILL) 0 20 CL Gray silty clay with sand seams,moist and hard(FILL) 12.6 113 13.9 96 9.8 111 12.0 95 , 30 9.1 112 16.8 96 CL Brown silty clay with sand,moist and hard(FILL) SP Brown gravelly fine to coarse sand,wet and medium dense 8.8 115 11.9 — ORIGINAL GROUND becoming saturated at 37.0 feet 40 3 8.1 115 17.6 — 9.8 117 16.7 — 50 ML Dark gray clayey silt,saturated and soft 8.8 111 22.4 86 SM Dark gray silty fine sand, saturated and medium dense 10.9 104 23.5 — SP Dark gray fine to coarse sand with silt, saturated and medium a: zh` SM dense 60 3.5 104 20.4 85 b1L Dark gray sandy silt,wet and soft ML Dark gray clayey silt with sand, saturated and stiff 21.0 114 16.4 89 SM Dark gray fine to coarse sand with a trace of silt and clay, saturated and medium dense to dense 70 SM Dark gray silty fine sand,satu ted and medium dense LOG OF BORING Clearwater Water Park Enclosure 2, Page 5 John R. Byerly, Inc. Temecula, California Report No.: 5639 _ File No.: S-12630 Boring 9 00 ' 41. GOO Surface �ao�° Boring Date:4110109 `e 0�o yQr pa `Jla Got` �t Surface Elevation: 1055 0 Q.e �. �a Drilling Method: Flight-auger 70 8.1 111 22.8 86 SM Dark gray silty fine sand,saturated and medium dense CL Dark gray silty Gay to clayey silt with a trace of sand,wet and 7.7 108 17.6 88 ML stiff 80 9.8 108 21.1 89 $M -becoming very still at 80.0 feet Gray-brown silty fine sand,,saturated and medium dense 17.5 112 16.0 — SP Gray fine to coarse sand, saturated and dense — 0 90 15.8 120 14.5 06 CL Gray silty clay with sand,saturated and hard e 11.9 112 20;7 87 SM Gray silty fine to medium sand with a trace of clay,saturated and medium dense 100 SP Brown fine to coarse sand with a trace of gravel, saturated 35.0 106 14.8 — and very dense Total Depth at 101.0 Feet Free Ground Water Encountered at 37.0 Feet 110 is 120 it 130 14 ' LOG OF BORING Clearwater Water Park Enclosure 2, Page 6 John R. Byerly, Inc. Temecula, California Report No.: 5639 File No.:S-12630 �1 VKEKehoe Testing & Engineering CPT Data Date: 06/Apr/2009 ? Office: (714) 901-7270 30 ton rig Test ID: CPT-1 Fax: (714) 901-7289 Pro'ect: Temecula rich@kehoetesting.com Customer:John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark Tlp Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsp 400 0 (ts1) 12 .1 ps1) 1s 0 M) 8 2 (Rob. 1986) 12 0 0 10 s uee o. 10 04W GeY 20 20 '@eridy sl f c 62W Sentl a m O s.w 30 30 MV send fiend 'n x m O n 40 syd MIX 40 O 0 N O •• m 8eb � N W set,sued O) � N WO 50 1 s0 Mednvon depN:12037 (0) Pepe 1 e10 KVE Kehoe Testing & Engineering CPT Data Date: 06/Apr/2009 Office: (714) 901-7270 30 ton rig Test ID: CPT-1 Fax: (714) 901-7289 Pro'ect: Temecula rich@kehoetesting.com Customer:John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark TIP Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR o (teq 400 0 (tsq 12 -1 (tsq is 0 (%) e 2 (Rob. 1986) 12 50 50 60 60 70 70 r L 4 t0 0 80 L 80 ebd Ws 90 90 O OZ C s° ° rn 0 w W F L w0 100 100 N Medmvn depth:120.37 (N Pepe 2 of 3 j(VE Kehoe Testing & Engineering CPT Data Date: 06/Apr/2009 Office: (714) 901-7270 30 ton rig Test ID: CPT-1 Fax: (714) 901-7289 Pro'ect:Temecula rich@kehoetesting.com Customer: John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (ts1) 400 0 (ts1) 12 -1 (tsf) 15 0 (%) a 2 (Rob. 1866) 12 100 100 110 110 sane Mk a Sees Mix VS Fine Or 120 120 z_ t n O 130 130 N*0 n 140 140 Z Z 0 O O C N Of Of OF) W W 0) (ON U) c) 150 150 W Madrfmn deph:120.37 (M Pepe 3 of 3 KVE Kehoe Testing & Engineering CPT Data Date: 06/Apr/2009 Office: (714) 901-7270 30 ton rig Test ID: CPT-2 Fax: (714) 901-7289 Pro'ect: Temecula rich@kehoetesting.com Customer:John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsf) 400 0 (tsf) 12 -1 (tsf) is 0 M) 8 2 (Rob. 1986) 12 0 s 0 10 10 v5 Firm or 20 z J 20 z_ L fi 0 V8 fine Or 30 30 m ^ O 40 say BMW 40 ar ZZN o to (n to w 9e d rn � o�i wo so LIso ? Madman depth:121.67 (a) Pape 1 W 3 VKEKehoe Testing & Engineering CPT Data Date: 06/Apr/2009 T Office: (714) 901-7270 30 ton rig Test ID: CPT-2 Fax: (714) 901-7289 Proiect: Temecula rich@kehoetesting.com Customer: John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsp 400 0 (tsq 12 .1 (tsp 15 0 (%) 6 2 (Rob. 1866) 12 50 50 say send send sand ew 60 sue,sons 60 bard ' �'saney 911E '. 70 70 r O 60 60 N'F n 90 90 ZZN O O 2 ew tl Mtr CID send fn Ln (J fierysend T f0 N sand (a100 100 C.11 MednvndepN:121.97 (d) Pape 2 of 3 E K� Kehoe Testing & Engineering CPT Data Date: 06/Apr/2009 T Office: (714) 901-7270 30 ton rig Test ID: CPT-2 Fax: (714) 901-7289 Project: Temecula rich@kehoetesting.com Customer: John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark T1p Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tst) 400 0 (tsf) 12 .1 (18Q 15 0 M) 8 2 (Rob. 1986) 12 100 100 _ � 4 y§h M 110 wry$°"° 110 SenO 6'iilEil�tllh?, 120 120 r c 130 130 1'I x nl 7 140 140 ZZN C O C cp � w T fO WO 1S0 150 Medrtwm dWM:121.e7 (R) Pryp 3 of � � � � i� � � � � fl• � � � � fill• � � � fi• K� Kehoe Testing & Engineering CPT Data Date: 06/Apr/2009 T E Office: (714) 901-7270 30 ton rig Test ID: CPT-3 Fax: (714) 901-7289 Pro'ect: Temecula rich@kehoetesting.com Customer: John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark Tip Stress CAR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tso 400 O (tsi) 12 -1 0 (Isq 15 0 (%) B 2 (Rob. 1986) 12 0 Send rAr t ' 10 10 au.r 20 20 L TL rD O t i 30 30 fiend A1h U :) 40 szly eCD and 40 Z Z N O O C O) Cll J �W N W send Ga 50 50 N V Medrtsm depN:121.81 (ll) Paps 1 of KVE Kehoe Testing & Engineering CPT Data Date: 06/Apr/2009 Office: (714) 901-7270 30 ton rig Test ID: CPT-3 Fax: (714) 901-7289 Project: Temecula rich@kehoetesting.com Customer:John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsf) 400 0 (130 12 -1 (tsf) 15 0 (Y) 8 2 (Rob. 1986) 12 50 50 60 60 VS Fins Or 70 70 r c II ' n m O w 8o 80 add -n .() m 90 90 Z Z W O O C OEn Of Co Ad WI W to too loo 61 Maxh vn d.pm:121.e1 (s) - . OD Pogo 2 of rr Rr KVE Kehoe Testing & Engineering CPT Data Date: 06/Apr/2009 Office: (714) 901-7270 30 ton rig Test ID: CPT-3 Fax: (714) 901-7289 Pro'ect: Temecula rich@kehoetesting.com Customer: John R. Byerly skehoe@msn.com Job Site: Clearwater Waterpark Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (is[) 400 0 (tst) 12 -1 list) is 0 M 8 2 (Rob. 1886) 12 100 100 aar a" ..i ea6d_w.j Bane Mh+: 110 - sane 110 120M! 1z0 z_ c O 130 130 T a m 140 140 N A Z z 0 O 0 c V' U, t3 W tO 150 150 Maxhn depth:121.61 (6) Pape 3 of 3 John R. I N C 0 R P 0 R A T E D Consolidation Test Results 0 2 H.1��,MN U001",-'I- 'S `X-1 1 ! A 14011 NIARM'ily! wm I NX 1�`, R,Nll� !-011IR"EMERNE 3 nR N NOV 12! Y 110,00111,9 MTN V.34,i'i 1,11 ;4 2X INt ,4;, I`&11NM ROA , N ;Nt 1 N' 2' HI K .0 " �1N1:1 NRfl�11 F K , A1 16 , i ; 9, .M, Ri M Vx N ' ' NR141RNI, 11U P,; RX ''o NN i a 1M 5l11 � F. o 12 aR N LA4"N. n ill", F -V�AQKMRY K 0�.I Im'.0". 04 8;V 4 %H 11 "ik", �N I 1M% 0 14fSs 6i IS111:0 -ON A i� O 1kV1Y%N1ki2 �.nj 1% fR N!NVIR I�0,n NMO —V KM 01111 RfiV 111 �Iefi I iN 11%, 2,� Is W., U., U1.01M, , NN3 H.Xit Rtx' i A N, "31 i ONE 91 IRR Z?ir.-11 111.�Ij W RE 01-96 U. Ne 20 X5 01 5"k 22 5 N =!a M W 24 R 10 100 Load(kaf) Classification: CL Boring Number: B-7 Initial Moisture Content 19.1 Depth (ft) 51.0 Final Moisture Content 19.2 Specimen Diameter(in) 2.4 Initial Dry Density (pcf) 110 Specimen Thickness (in) 1.0 Enclosure 4, Page 1 Rpt. No.: 5639 GEOTECHNICAL ENGINEERS - TESTING AND INSPECTION File No.: S-12630 2257South Lilac Ave., Bloomington, CA92316-2907 Bloomington(909)877-1324 Riverside(909)783-1910 Fax(909) 877-5210 John I N C 0 R P 0 R A T E D Consolidation Test Results 5 3R5 E REM j...nm I TIA�11111'15V M 1 2 M2-N, 9 4 1 j."al .1. HAW 3�'XNI'i 4 1",6�5' 4 N 5'!�012.KORM'ROW41i 14-1 1�b!U111V to 01. t N 'U Q'4V"'I.', 4 f FSsK { ���.' �g W1 . !2E,aA , MC ' "N Q clN' R, i�RMQN ""fil ,vaa -'a IMRSN� t!W,00, 1&411-� t , xi 8 MIN, �g' w"J�m #'e.'wp i, 1% 1X�' 11�'i ri. U 7 10 Uw i� '10.131 Li MR SN' , '5 9"0'51, �a5 N, 110i ig'TINM Cc 12 jl,t jje - a $ MIR,.JIHI�'1'111"N�q N X 1"$ 3 i HM"';. 'RINN I'd'?5"k, N INX "�M m"�: �i." 0 K"I'� � , 14 EAR:31 N Rll�R "I Rw�'110 41A,?1%1'411� '01, i; 1f IVN21010? 01M' N4t "! TO'N" O :g r 3s101I 16 U ; 1 3 IN, N RI O &N GR V; : ' I W"N a i RNN ;a i" NVIRI@"" l z" 4 18 VI; NE.INRIV 1;9R?"Iff V10,1"roI N. I :T , -5j%�'mg "w05e"i x'..50, 14Ii X�'I x1dA 0,21il 20 E 481. NO J114.11 22 TV.4; VPO RinPl'A4.R to 1 ..... NMR Nla R W1 ....... I 24 0.1 1 10 100 Load(kaf) Classification: CL Boring Number: B-7 Initial Moisture Content 26.0 Depth (ft) 55.0 Final Moisture Content 19.9 Specimen Diameter(in) 2.4 Initial Dry Density (pcf) 103 Specimen Thickness (in) 1.0 Enclosure 4, Page 2 Rpt. No.: 5639 GEOTECHNICAL ENGINEERS - TESTING AND INSPECTION File No.: S-1 2630 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909)877-1324 Riverside(909) 7a3-1910 Fax(909)877-5210 John I N .C 0 R P 0 R A T E D Consolidation Test Results 0 W 2 �M. .8n NN Kxi3 t�<�"Wf fi. i"M t8rAaCled at 1:d 2 440 psf WK 6 ffl'R, . - ; ; ' 0 : Oil . V� V, ON NR Q1 it �N 2 i �F. M I 01 I %�' I . .,.WRH�; '1)1� , - I I AM N -14 i�!4 V 1196N Ei� P�Ro 4: 3" I.M .1 % n 10 1 'I'V NMi N 3 �4 �91' vo Mi .11 12 1""N ZN' A'N. "� ' � R �, "2 T.MVNL ZZAXN11N1fi 041R fl � V 111. 1 �V: 14 N Gp �Rll § WNI`�41 N,§M" N. 3 `E��""'R, AM 1.11,11, N'1106'i �i 1 15151 i2l 3i Hx fl�i;: �q�. 5.5 r Al 1�i` "FOR 11,11,S t )�511, ffil" io W K,3, "1 31 MUXNkMfl s'NO "N"N 010111� R'i 4101,11i, 141111" ��'A'110 1113, ?'31ME, �io"R N�'U 8 18 1,4R� N. R I MINN, W%.%4 R b 20 RMKININ• 11"NO V I.R. 22 Oil't MIU$ 1 11: RZ 7 24 0.1 110 100 Load'(ksf) Classification: CL Boring Number: B-7 Initial Moisture Content 23.4 Depth (ft) 70.0 Final Moisture Content 22.8 Specimen Diameter(in) 2.4 Initial Dry Density(pcf) 103 Specimen Thickness (in) 1.0 Enclosure 4, Page 3 Rpt. No.: 5639 GEOTECHNICAL ENGINEERS - TESTING AND INSPECTION File No.: S-12630 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington(909)877-1324 Riverside(909)783-1910 Fax(909) 877-5210 John I N C 0 R P 0 R A T E D Consolidation Test Results 0 2 Xi Es. 1 . ..... . ! AnN 13 M U., 4 2,440 psf 711 T 7�- S. is: a "Waft I EN 8 R 1m, N 0 12 If frlk N 19 1ROW"C Oil,NOVI "MR Rl�, 41. L 2:241 N K�M fll-�,;Y�,,'N ON"�,Q bil R t I Q001fil�$Ri` 1' li" 65--$,I U Ri 81 C U . NV I i mR 0" 0 gm�Vg.L", . i 18 Will 11 �K Y11011 BO� —H N R N 1 40011 N V,ER; R 'N "fic Z�l 111 :RRIZIV. IM: i` NIMiiNCIN ` 20 A MR O 16SO IN !1511�%, N R41;4 4 g i 22fi In MIM, N n. AIR Zw 14RI 0 %i % D �Vli'g V U 24 0.1 1 10 100 Load(ksf) Classification: CL Boring Number: B-8 Initial Moisture Content (%) 22.9 Depth (ft) 75.0 Final Moisture Content 18.0 Specimen Diameter(in) 2.4 Initial Dry Density (pcf) 104 Specimen Thickness (in) 1.0 Enclosure 4, Page 4 Rpt. No.: 5639 GEOTECHNICAL ENGINEERS - TESTING AND INSPECTION File No.: S-12630 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909)877-1324 Riverside (909) 783-1910 Fax(909)877-5210 John I N C 0 R P 0 R A T E D Consolidation Test Results Uwl� A I W 1. ,­V gg fi� 4"1A' q 1.2. 3 01 A' P.1 H1PE5 4Wl- l a RMI % M u .yr NM3fi g Water Added at Ri 1 2,720 psf 115Y n ........ ........ 7% 9 121 1.,.-H -w tk'10 INN,, q 10R"M' X S §R MN i -Rt 1,N A N � ` s ' R ?A '0 n X z A 3 I ' 9 V, 4fl iR 'N tEN 11rk 1MIW, ", � X. '1 IK § g0 WR I "11 1PO4rX�30 I U M , NIRi 'i?�RN 4 N 5EV b"INI IUOI� RR'i R NI UZNV1 0M ZM N iT ' 05 .- " 4 :1 %M0 N ! MUg l ; iHKR1IKF !llfl, 6 H " IKOI OD,,;'! 5K, qNyO ' " !j 3. H 3 20 m9w NMNN� n, bl'i R T" a MRN?�'TAR"""WrH 1 " :.: R'w iNi'fl g'im, 11 j 6ffi 'i� V'VUM.' . 6x; 11MVM.M t4^MN 53y3HOW N'� klMr. IN�"�j 24 'Im- :.:k R 0.1 1 Load(kef) 10 100 Classification: CL Boring Number B-8 Initial Moisture Content(%) 26.5 Depth (ft) 81.0 Final Moisture Content(%) 20.2 Specimen Diameter(in) 2.4 Initial Dry Density(pcf) 101 Specimen Thickness (in) 1.0 Enclosure 4, Page 5 Rpt. No.: 5639 GEOTECHNICAL ENGINEERS - TESTING AND INSPECTION File No.: S-12630 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington (909)877-1324 Riverside(909)783-1910 Fax(909) 877-5210 John 1 N C 0 R P 0 R A T E D Consolidation Test Results 0 7 H 2 9 Vs V,�0 MOO. Uk, I X N: q I . 1. Water 9 at 2'111 M NIT 5 .4�F 2,720 psf 4�.��.1 �'xf J"i"42 V. 4U. '11kfl U 'NI: L k.,F" q Ens' 111 V INN: 0PI " 1 A% " I :0 AN "2 i , "No 51. 0'fi�i N IN R Q C%i$' R gg�i M V 131 F 11W MW li "M N", RNI NE IM, "Al 9W .: 1 r 1 1, NUN N 31 N M. 114'12�°Iflqi� 32, �.'g lt� �MIKM'r,iN i'&" :0 U., ".1 U 0i N' 1�11: 1. ZNrik C 11'�!?'N1HR11K-'R MR IV,'I I V':�N": V. C.aH" I -'�Rlllfl Kmi rt 0 12 � I H A. ". I g"�'� -.0 01 1. ii �Tl M`N'K 2.F OR "I. f 61� MORI, N 14 IN M im NIN"PN;' !IVV�':;W.M �.;KM I; AIRIDNNNNN", IS 1:'011 r16 I o . W 3.0.C.j 14 R, W M'13 IM t I A.il.Pfl 'f t " N , l '3HIA�Bl ' l05 1 16 IE R I IM"1 I MU.01TR kfit N" 4 P"11061N�U.0%11 R,II:R; "'R NIq iT r3: il�"'At III,iI NOY" NINO 0'0�114E U.ilg� RTIERZH� 11R' M, 1.1 ;E�i, t5l.`wloj'rU�P'N81"N 20 z005V g�=�?M ilffiM W:� MIRM J�5 P. '; 2i 22 75 24 1 0.1 1 10 100 Load(ksf) Classification: ML Boring Number: B-9 Initial Moisture Content (%) 20.4 Depth (ft) 61.0 Final Moisture Content(%) 18.2 Specimen Diameter(in) 2.4 Initial Dry Density (pcf) 104 Specimen Thickness (in) 1.0 Enclosure 4, Page 6 Rpt. No.: 5639 GEOTECHNICAL ENGINEERS - TESTING AND INSPECTION File No.: S-12630 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington(909)877-1324 Riverside (909)783-1910 Fax(909)877-5210 John R, I N C 0 R P 0 R A T E D Consolidation Test Results 0 2 8UNPNRN'g 42 kl M" R 0"N`Nli.fRI I -k� IMR Ni A A I g." " .i4rx Water Added at 4 0 -T' 41 L Ro�" 1; 4;V M R pvl "RIRIIG�Aj.AIN;."Ss", r 'N'N''O� 8sst N 'x �rsk 05 N I RV E ;Xl: 31.111"�I: I . 1, 2272 iP 2 % j". 14 r.. W; n U r." R M IN Cc INN,, IiI:2 El ff. 41116, rM, 1 1. w R 10�' E'll.3 j Olt! HK N'RHI'4 i-IN 21 �'k.N, IWIRWNAMET FRI .0 *M Vex" V14 'N I a a 4 UNE It, A i 5'5 i 2 ni 1 612- 01V M 10�-Ij Ml�E 2 gm:mm."';n"1516ox'K' "Ib"',14T 11 a'15 N�11 RX"21 20 MEM ail 510M."M N4 MROIU Hi:� IN!R N 1�1�. M.14,. lei 22 'g lWlUH• " Ng aI. R 1q . Stgg& '�24 2 . 0 V 0.1 1 10 1100 Load(kaf) Classification: CL-ML Boring Number: B-9 Initial Moisture Content (%) 17.6 Depth (ft) 75.0 Final Moisture Content(%) 18.2 Specimen Diameter(in) 2.4 Initial Dry Density (pcf) 108 Specimen Thickness (in) 1.0 Enclosure 4, Page 7 Rpt. No.: 5639 GEOTECHNICAL ENGINEERS - TESTING AND INSPECTION File No.: S-12630 2257 South Lilac Ave., Bloomington, CA 92316-2907 Bloomington(909)877-1324 Riverside(909)783-1910 Fax(909)877-5210 r r r ' FINISHED GRADE r r % inch galvanized pipe i7-34nch PVC Sleeve—place after concrete has set 1 ' Backfill with clean sand, SE 2 30 Y - Open Concrete - ;I 1 SETTLEMENT MONUMENT DIAGRAM 1 i i i Enclosure 6 . ' Rpt. No.: 5639 File No.: S-12630