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04-4101 (SFD) Soil Engineer Reporta �. .� �. �•� .� �- ,. �. ,• �� , Sladden Engineering 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 February 7, 2002 Project No. 544-1419 02-02-083 Mr. Jeffrey P. Schley Project: Schley Residence Lot 38 -Tract 24890-4 78-850 Lima - Citrus Golf Club La Quinta, California Subject: Geotechnical Update Ref: 1. Soil Engineering Report prepared by Buena Engineers, Inc. dated February 25, 1986, Job No. B -16006-P1, Report No. 86-02-271. 2 Rough Grading Report prepared by Buena Engineers, Inc. dated July 17, 1986, Job No. B -16006-P1, Report No. 86-07-223. 3. Rough Grading Report prepared by Soil and Testing Engineers, Inc. dated May 21, 1990, Project No. STE 8931087, Report No. 8. 4. Geotechnical Update Report prepared by Sladden Engineering dated October 1, 1997, Project No. 544-7032. As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed single family residence. The project site is located on Lot 38 along Lima within the Citrus Golf Club development in the City of La Quinta, California. It is our understanding that the proposed residence will be a relatively lightweight wood frame structure supported by conventional shallow spread footings and concrete slabs on grade. The previous reports indicate that the lot was previously graded in 1986 during the initial rough grading of the Citrus project site. - The rough grading included overexcavation of the native surface soils along with the placement of engineered fill material to construct the building pad. The lot was regraded in 1990. The site grading is summarized in the referenced Rough Grading Reports along with the compaction test results. The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values included in the referenced grading report remain applicable for the design and construction of the proposed residential structure foundations. February 7, 2002 -2- Project No. 544-1419 02-02-083 Because the lot has been previously rough graded, the remedial grading required at this time should be minimal. The building area should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted so that a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. Allowable Bearing Pressures: The allowable bearing pressures recommended in the grading report prepared by Sladden Engineering remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1700 psf. An allowable increase of 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 2500 psf. The recommended allowable bearing pressures may be increased by one- third for wind and seismic loading. The bearirig soils are non -expansive and fall within the "very low" expansion category in accordance with Uniform Building Code (UBC) classification criteria. Pertinent 1997 UBC Seismic Design parameters are summarized on the attached data sheet. If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Ande'rso`n Principal Engineer Copies: 4/Mr. Jeffrey Schley Sadden Engineering February 7, 2002 -3- Project No. 544-1419 02-02-083 1997 UNIFORM BUILDING CODE INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the updated code that will be relevant to construction of the proposed structures are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. Fault Zone Approximate Distance From Site Fault Type 1997 UBC San Andreas' 11 km A San Jacinto 30 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Sladden Engineering Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, N,, Factor, N,, Ca C„ San Andreas 1.0 1.2 0.44 N, 0.64 N„ San Jacinto 1.0 1.0 0.44 Na 0.64 N,, Sladden Engineering • Lo� -gig 16* • • �u�ta • CitY °f L�► • r, • � BL1C • P� ROUGH GRADE REPORT • PHASE I, TRACT 24890 AVENIDA 52 &JEFFERSON STREET LA QUINTA, CALIFORNIA • i • •, 0 5 • • • SUBMITTED TO: • J. M. PETERS COMPANY 12526 HIGH BLUFF DRIVE, SUITE 780 SAN DIEGO, CALIFORNIA 92130 • • SUBMITTED BY: Soil and Testing Engineers, Inc. • 79-607 Country Club Drive, #5 • Bermuda Dunes, California 92201 • •, 0 5 SOIL end TESTING ENGINEERS INC. 0 ORANGE COUNTY 167 W. ORANGETHORPE sr'PLACENTA CALIFORNIA 92670 0 (714) 524-9130 ■ COACHELLA VALLEY 79-607 COUNTRY CLUB, N5 ;: BERMUDA DUNES. CALIFORNIA 92201 19 (619) 345-8869 0 SAN BEANAADINO 1894 COMMERCENTER WEST, SUITE 305 i�. SAN BERNARDINO. CALIFORNIA 92408 19.(714)381--.d528 I May 21, 1990 5 J.M. Peters Company STE 8931087 12526 High Bluff Drive, Suite 780 Report No. 8 San Diego, California 92130 Subject: .Rough Grade Report, Phase I, Tract 24890, Avenue 52 & Jefferson Street,. La Quints, .California References: 1) Soil Engineering Report, La Quinta Lodge, Prepared by Buena Engineering Inc, dated February * 25, 1986. 2) Geotechnical Grading Plan R-aview,*.Tract 24890, Prepared by Soil and Testing Engineers, Inc., dated January 24, 1990. 3) Remedial Grading Recommendation Tract 24890, Prepared by Soil and Testing Engineers, Inc., dated February 7, 1990. ,Gentlemen: In accordance with your. request, this report has been prepared to present the results of the field observations and relative compaction tests�'performed at the subject site by Soil ,and Testing Engineers, Inc. These services were performed between.February 21, 1990 and April 10, 1990. • STE 8931087 May 21, 1990 For the purpose of this report, Phase I consists of: Page 3 Sheet No. Lot Nos. 4 All Lots 5 All Lots 6 Lots 10-29 7 All Lots 11 Lots 2-12 & 36-31 16 Lots 27-35-& 45-53 19 All Lots Copies of these sheets of the grading plans are included with this report as Plate nos. l.through 7. SITE DESCRIPTION The project site consists of 418acres of typical sandy desert including minor duning. The site is bounded to the south by Avenue 52, to the north by the extension of Avenido Ultimo, to the east by Jefferson Street and to the west by ...Calle Rondo, in the City of,La Quinta, California. The site had been previously utilized for agricultural. purposes, mainly for the production�of ctirus and date crops. PROPOSED CONSTRUCTION The proposed construction on the site is to be that of single story, wood frame and stucco. type homes with continuous footings placed to a depth of 12 inches. AVAILABLE PLANS 'To assist us in defining the limits of the proposed improvements and the locations and elevations of our field STE 8931087 May 21, 1990 Page 4 density tests, we were.provided with a grading plan prepared by Morse Consulting Group dated January 16, 1990. PREVIOUS GRADING Approximately one-half .of this site had been previously mass graded four years prior to the current grading operation. Certification of this fill was provided by Buena Engineers, Inc. in their report.dated July 17, 1986. Testing by this firm during the intitial stages of. grading indicated that these existing fills did possess the required 90% relative compaction. BURIED DEBRIS It is our understanding based on a review of the July 1986 report by Buena Engineers, Inc. that organic debris.had been buried in the vicinity of Lots 27-34 of Tract 6. Prior to. the mass grading of these lots three trenches were'dug with a D6 Dozer in an attempt to locate this debris. The trenches were, excavated to depths of up to fifteen feet below proposed pad elevation in Lots 31, 32 and 34. No debris of a deleterious nature was encountered in the exploratory trenches and it is our -conclusion that the buried debris is contained in the existing golf course area. SITE PREPARATION On February 21, 1990, Soil and Testing Engineers, Inc. was requested to observe the on-going mass grading at the subject site. Prior to the commencement of grading operations, citrus groves had been removed from portions of the residential Tracts. It should be noted that existing irrigation pipes of various sizes and depths have been left in place beneath the graded pads in various locations. These irrigation pipes are to be grouted at a later date. S ® � STE 8931087 May 21, 1990 Page 5 Approximately half of the subject site had been previously mass graded four years prior to the current grading operation. In these previously mass graded areas testing was conducted at various depths. 'It has been determined that these previously documented fill soils are densified to over 90% of maximum dry density. The native soils that had not been previously mass graded were overexcavated to a deptyh of two and one-half feet below the bottom of the footings (assuming a twelve inch footing), or in fill areas to two feet below original grade, 'whichever was deeper, as per referenced soils report by Buena Engineers. The exposed surface was'disced, watered, and compacted with the use of heavy equipment to'a minimum of 90% of maximum density. Due to numerous citrus roots present in the native soils, root pickers were employed to remove all visible roots larger than one-half inch in diameter. This process was accomplished to at least five feet beyond all building limits. The previously : removed soils were subsequently replaced in shallow lifts, moisture treated and compacted to•at least 90%. The grading operation is being performed by Nuevo Engineering Inc. The following equipment is being used to perform this operation; although not all equipment has been operating at the same time: 10 Scrapers. 3. Water Trucks 2 Dozers 2 Tractors with*Discs FIELD OBSERVATION AND TESTING 1 Front End Loader 4 Laborers (root removal) 4 -Graders - 1 Water Pull Observations and' field density tests were performed by a representative of Soil and Testing Engineers, Inc. during the STE 8931087 May 21, 1990 Page 6 rough grading operations. The density tests were taken according to ASTM Test 1556-74 and D 2922-81 the results of those tests are shown on the attached Plate No. 8, pages 1- 24. The locations and elevations of the in-situ tests were determined 'in accordance with their importance and the accuracy and proximity of the survey control provided by other than Soil and Testing Engineers, Inc. representatives. Unless otherwise noted, their locations and elevations were determined by pacing and hand level methods and should be considered accurate only to the degree implied by the method used. , LABORATORY TESTS Six maximum 'dry density determinations were performed on representative* samples of the soils used in the compacted fills according to ASTM Test 1557, Method A. This method specifies that a four (4) inch diameter cylindrical mold of 1/30 cubic foot volume be used and that the soil tested be placed in five (5)'equal layers with each layer compacted by twenty-five (25) blows of a 10 pound hammer with an eighteen (18) .inch drop. The results of these tests,.as presented on P1ate.No. 9, were used in conjunction with the field density tests.to determine the degree of relative compaction of the compacted fill. Several representative samples of the encountered soils were tested to evaluate the soluble sulfate content. The results of these tests indicated a maximum soluble sulfate content of 0.07%. Based on these results, it is our opinion that Type 5 cement will not be required at this site. EXPANSIVE SOILS Some highly expansive soil was encountered during the grading of Lots 44-47 in Tract' 6.- These soils were subsequently I a STE 8931087 May 21, 1990 Page 7 mixed and blended with the nonexpansive sandy materials. Based.on our review of the finished soil conditions, it is our opinion that these four lots .should be designed for a low expansive condition. Final foundation recommendations for these lots are provided below: 1) All footings should be founded at least 12 or 18 inches below lowest adjacent finished grade for one.. or two story construction, respectively. 2) All living area slabs should possess a minimum thickness of four inches and be reinforced with 6X6-W1.4XW1.4 wire mesh. We further recommend that a two inch clean sand blanket be provided beneath these slabs. 3) We recommend that the subgrade soils beneath all areas to support concrete slabs be presaturated to at least 120% of optimum to a depth of 18 inches. 4.) All surface drainage should be directed away from building foundations and exterior flatwork. Ponding of water adjacent to these areas should not be allowed. CONCLUSIONS AND RECOMMENDATIONS Based on field observations and the density test results, it is the opinion of Soil'and Testing Engineers, Inc. that the on-site.soils have been overexcavated, moisture conditioned and densified basically in accordance with the Referenced Reports of Geotechnical Investigation and local grading ordinances. We further recommend that the following criteria be complied with to assure, that all future work is geotechnically_suitable. STE 8931087 May 21, 1990 1) FOOTING EXCAVATION INSPECTION Page 8 Prior to the placement of reinforcing steel, the foundation excavations should be examined by a representative of this firm. Any soils loosened or disturbed during excavation should be removed to competent material. Soils obtained from the footing excavations should not be spread in the slab on -grade areas unless they are compacted -and tested. 2) TRENCH BACKFILL All utility trench backfills should be placed in lifts, moisture treated to at least 2% above optimum and be densified. In building areas and beneath pavements, a relative compaction 'of 901% will be required. In "nonstructural" areas, 85% relative compaction will be suitable for the backfill materials. Sufficient observation and testing will be required during the backfilling to confirm that the required degree of compaction has been achieved. 3) FUTURE GEOTECHNICAL OBSERVATION AND TESTING Observation and testing should be performed by Soil'and Testing Engineers during all future grading, backfilling and pavement construction operations. The intent of these services will be to document that suitable soils are properly placed Iand compacted to the.recommended density and moisture content and that structural elements are founded on competent materials. 4) DRAINAGE AND EROSION Positive drainage should be provided throughout the site to minimize water infiltrating into the underlying soils. STE 8931087 : May 21, 1990 Page.9 Finished subgrade adjacent to exterior footings should be sloped down and away to facilitate surface drainage.. Ponding of water should not be allowed. 5) TIME LIMITS The building site has been constructed in substantial conformance with available plans, specifications and soil and geologic recommendations during rough grading. Due to Possible weathering of the surface soils, we .recommend that no structures be constructed without first consulting this firm if a significant time period elapses before construction begins. This report covers only the work performed between February 21 and April 10, 1990. The completed work has been reviewed and in our opinion is geotechnically suitable for the proposed construction. Our o inions P presented herein are based on our observations and the relative compaction tests results. Due to possible variations in the uniformity of'compacted fills, we only warrant that our work was performed in accordance with the currently accepted" standards of practice and in such a manner as to have reasonable certainty that the rough grading complies with 'the, job requirements. No other warranty, express or implied is given or intended. If you should have any questions after reviewing this report, please do not hesitate to ,contact this office. STE 8931087: May 21, 1990 Page 10 This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOIL AND TESTING ENGINEERS, INC. Q�OfES10 R Nq� Robert R. Russell, GE 2042 X00 Gf��c l RRR/MGB/af, N0. 2042 E7.? i-3 - z cc: (3) Submitted (1) STE-Placentia TE424,2i-90 TESTING ENGINEERS,- INC. RESULTS OF FIELD DENSITY TESTS N'OCATION' Plate No. 8 1t TEST MOIST. DRY 32, Tract 1 2 2-21-90 Lot 33, Tract 1 3 2-21-90 Lot 31,.Tract 1 4 2-21-90 Lot 32, Tract 1 5 2-22-90 Lot 36, Tract 1 6 .2-22-90_ Lot 33, Tract 1 7 2-22-90 Lot.34, 103.5 Tract 1 8 2-22-90 Lot 37, Tract 1 9 2=23-90 Lot 27,. Tract 1 10 2-23-90 Lot 29, Tract 1 11 2-23-90 Lot 28, Tract 1 12 2-23-90 ?got 30, . Tract 1 , 13 2-23-90 Lot 36, Tract 1 SOIL AND TESTING ENGINEERS,- INC. RESULTS OF FIELD DENSITY TESTS Plate No. 8 TEST MOIST. DRY REL. ELEVATION CONT. DENSITY SOIL "COMP. FEET PCF TYPE 29.5 17.6 109.5 1 99.. 30.5 966 100..6 1 91 28.4 10.5. 103.3 1 93 31.6 13.6 104.5 1. 94 28.9 17.0 103.5 1 93 31.9 13.6 102.2 1 92 29.4 18.7 103.1 1 93 30.9 10.5 103.6 1 93 28.6 10.1 109.1 1 98 12.5 111.7 2 93 29.4 31.3 11.1 112.5 2 93 31..6 13.8 111.8 2 93 32.9 11.0 102.9 1 93 STE 8931087 Page No. 1 MARKS r TEST MOIST: COLT. % DRY DENSITY PCF SOIL TYPE .No DATE LOCATION 14 2-23-90 Lot 34, Tract 1 15 2-23-90 Lot 25, Tract 1 16 2-23-90 Lot 26, Tract 1 17 2-23-90 Lot 24, Tract 1 18 2-23-90 • Lot, 22, Tract , l 192-23-90 94 Lot 23, Tract 1 20 2-23-90 I,6t 21, Tract 1 21 2-26-90 Lot 22, Tract 1 22 2-26-90 Lot 23, Tract 1 23 2-26-90 Lot 19, Tract 1. 24 2-26-90 Lot 20, Tract I 25 2-26-90 Lot 17, Tract 1 26 2-26-90 Lot 18, Tract 1 27 2-26-90 Lot 20, Tract 1 SOIL AND TESTING ENGINEERS, INC. RESULTS OF FIELD DENSITY TESTS Plate No. 8 TEST ELEVATION FEET MOIST: COLT. % DRY DENSITY PCF SOIL TYPE REL. COMP. << REMARKS 31.4 9.9 101.0 1 91 28.0 13.7 106.4 1 96 30.6 14.7 105.9 1 95, 28.1 -27.0 - 29.3 12.4 11.6--- 15.5 104.8 --102.9 106.3 1 1 1 94 � 93- - 96 29.1 30.0 29.6 13.4 11.6 12.3 101.1 101.4 107.4 1 1 3 91 91 91 27.0 9.5 27.1 10.9 :27.7::: 12.0 29.9 14.0 28.9 12.9 106.8 104.9 107.9 112.7 107.4 3 1 3 3 3 91 94 92 96 91 STE 8931087 Page bb . 2 0 TEST NO DATE -LOCATION 28 2-26-90 Lot ll, -Tract 1 29 2-26-90 Lot 8, Tract 1 30 2-26-90 Int 4, Tract 1 31 2-26-90 Lot 14, Tract 1- 32 2-26=90 Lot 13, Tract 1 33 2-26-90 Lot 9, Tract 1 34 2-27-90 Int 28 Tract 1 35 2-27-90 Lot 30, Tract 1 36 2-27-90 Lot 32, Tract 1 37 2-27-90 Int 35, 'Tract 1 38 2-27-90 Lot 37, Tract 1 39-#2-27-90 Lot 26, Tract 1 40 Lot 26, Tract 1 41 Lot 24, Tract 1 r SOIL AND TESTING ENGINEERS, INC. RESULTS OF FIELD DENSITY TESTS Plate No. 8 TEST MOIST. DRY ELEVATION CONT. DENSITY SOIL FEET PCF TYPE 29.7 14.7 101.6 1 .30.5 15.7 101.9 1 30.0 12.5 .105.5 1 29.0 12.0 102.6 1 30.7 14.3 104.6 1 STE 8931087 Page No. 3 REL. COMP. 7 REMARKS 91 92 95 92 94 31.8 11.5 106.2 1 96 33.3 11.8 103.8 1 93 33.1 14.0 107.5 1 96 32.6 13.4 105.7 1 94 32.9- 8.9 101.4 1 90 33.4 8.3 104.2 1 93 30.0 15.7 100.4 1 90 31.5 15.2 103.5 1 .93 29.5 7.5 106.5 1 95 SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 4 .Plate No 8 TEST NO DATE LOCATION TEST ELEVATION FEET MOIST. CONT. % DRY DENSITY PCF SOIL TYPE REL. COMP. % 92 REMARKS 42 2-27-90 -Lot 24; Tract 1 31.0 13.0 103.0 1 43 _ 2-27-90 Lot 6, Tract 1 25.0 15.6 105.3 1 94 44 2-27-90 Lot 6, Tract 1 26.5 16.9 100.8 1 90- 45 2-27-90 LDt 4, Tract 1 25.5 15.6 101.6 1 91 46 2-27-90 lot 4, Tract 1 27.0 15.9 100.9 1 90 47 2-27-90 'Lot 2, Tract 1 25.0 15.1 101.5 1 91 48 2-27-90 Lot 2, Tract1 26.5 16.9 102.5 1 92 49 2-27-90 lot 6/7, Tract 1 25.0 16.1 103.9 1- 93 50 ., 2=27-90 Lot 6/7, Tract 1 26.5 23.3 100.5 1 90 51 2-27-90 Lot 5, Tract 1 26.0 19.0 107.9 1 96 52 2-27-90 Lot 5, Tract 1 27.5 22.5 94.5 1 84 53 2-27-90 Iot -2/3, Tract 1 26.0 -15.6 102..7 1 92 54 2-27-90 Lot 2/3, Tract 1 27..5 18.6 97.0 1 86 55 2-27-90 Lot 5, Tract 1 - 2.7.5 18.1 102.4 1 91 w C- TEST NO DATE LOCATION 56 2-27-90 Lot 2/3, Tract 1 57 2-28-90 Lot 26, Tract 1 58 2-28-90 Lot 24, Tract 1 59 2-28-90 Iot 24,.Tract 1 60 2-28-90 Lot 3, Tract 1 61 2-28-90 lot 5, Tract 1 62 2-28-90 Lot 1, Tract 1 - 63 2-28-90 Lot 1, Tract 1 64 2-28-90 Lot 3, Tract 1 65 2-28-901 Lot 3, Tract 1 66 2-28-90 Lot 6, Tract l 67 2-28-90 Lot 6, Tract 1 68 2-28-90 Lot 22, Tract 1 69 2-28-90 lot 21, Tract 1 101.1 1 91 30.6 12.1 SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Plate No. 8 Page No. 5 c TEST MOIST. DRY REL. ELEVATION. CONT. DENSITY SOIL COMP. FEET % PCF TYPE 7 REMARKS 27.5 16.5 102.9 1 92 J 33.1 14.2 106.9 1 96 32.1 16.4 98:9 -1 89 32.1 13.2 102.5 1 92 29.0 17.9 .106.9 1 96 28.5 12.6 103.9 1 93 30.2 11.9 104.1 1 93 31.2 16.1 101.1 1 91 30.6 12.1 104.6 1 94 31.6 10.5 105.8 1 95 30.9 14.6 100.1 1 90 31.9 13.3 100.2 1 90 31.5 13.3 101.2 1 91 '31.1 13.8 105.0 1 94 SOIL AND TESTING ENGINEERS, INC. -RESULTS OF FIELD DENSITY TESTS SM 8931087 _ Page No. 6 Plate No. 8 ST _ TEST MOIST. DRY REL. 0 DATE LOCATION ELEVATION CONT. DENSITY SOIL COMP. 0 3"2-90 Lot 1, Tract 1 FEET PCF TYPE % REMARKS 32.2 18.5 100.1. 1 90 1 3-2-90 Lot 3, Tract 1 32.6 11.0 106,6 1 • 96 2 3-2-90 - Lot 5, Tract 1 33.1 16.7 104.8 1 94 3 3-2-90 Lot 7, Tract 1 33.7 17.1 97.3 1 87 3-2-90 Lot 7, Tract 1 89 33.7 15.0 99.4. 1 5 3--2-90 Lot 71 Tract 133:7 91 13.6 101.4 1 5 3-2-90 Lot 9, Tract 1 31.3 12.6 107.8 1 97 7 3-2-90 Lot 9, Tract 1 .32.3 15.5 .107.2 1. 96 3. 3-2-90 Lot 140, Tract 1 30.0 21.2 102.4 1 92 3 3-6-90 Clubhouse, North half, East Section -Aftk 8 13.6 108.2 1 97 3-6-90' Clubhouse, North half East Section -7' 11.3' 107.5 1 96 L 3-6-90 Clubhouse, West Section -7 11.4 108.9 1 98 3-6-90 Clubhouse, West Section -6' 9.4 108.7 1' 98 SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 7 Plate No. 8 TEST NO DATE LOCATION TEST ELEVATION FEET MOIST. CONT.: % DRY DENSITY PCF SOIL TYPE REL. COMP. % REMARKS . 83 3-6-90 Clubhouse, East Sectio -5' 10.1 107.0 1 96 84 3-6-90 Clubhouse, East Sectio -4' 10.7 102.6 1 92 85 3-6-90 Clubhouse, East Section -3' 13.8 .103.2 1 92 86 3-6-90 Clubhouse, West Section -5 11.6 107.4 1 96 87 3-6-90 Clubhouse, West Section -4 9.2 108.8 1 98 88 3-6-90 Clubhouse, West Section -3 7.1 111.9 1 100 89 3-6-90 Lot 11, Tract 1 31.7 13.1 110.2 1 99 90 3-6-90 Lot 13, Tract 1 31.2 14.6 107.8 1 97 91.. 3-6-90 Lot 16, Tract 1 29.3 17:7 106.3 1 95 92 3-6-90 Lot.19, Tract 1 28.3 11.5 106.3 1 95 93 3-6-90 Lot 19, Tract 1 29.3 12.4 106.5 1 95 94 3-6-90 Lot 1, Tract 1 33.2 11.8 106.6 1 96 95 3-6-90 Lot 3, Tract 1 33.6 12..3 110.3 1 99 " 96 3-6-90 Lot 5, Tract 1 " 34.1 7.7 109.7 1 98 ' SOIL- AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 8 Dl =+-o U., Q TEST NO DATE LOCATION TEST •ELEVATION FEET MOIST. CONT. % DRY: DENSITY PCF SOIL TYPE 1 REL. COMP. % 94 REMARKS 97 3-6-90: Lot 7, Tract 1 _ 34.7 13.5 105.3 98_ 3-6-90 Lot 16, Tract 1 30.3 10.5 102.7 1 92 99 3-6-90 _ Lot 16, Tract 1 31.3 20.8 100.5 1 90 100 3-6-90 Lot 8, Tract 1 33.5 10.6 103.1 1 92 101 3-6-90 Lot 81 Tract 1 34.5 12.6 106.2 1 95 102 3-6-90 Lot 10, Tract 1 33.0 11.9 102.9 1 92 103 3-6-90 lot 10, Tract 1 34.0 11.8 106.0 1 95 104. 3-6-90 Lot 12, Tract 1 32.5 13.1 103.8 1 93 105 .. 3-6-90. Int 12, Tract 1 33.5 13.0 104.7 1 94 - 106 3-7-90 Int 19, Tract 1 30.3 14.1 108.7 1 97 107 3-8-90 Perimeter wall, 31.0 13.7 103.0 1 92 108 3-8-90 Perimeter wall, @ Lot 54 32.0 9.6 104.9 1 94 109 3-8-90 Perimeter wall, @ Ict 54 33.0 19.2 103.0 1 92 110 3-8-90 Perimeter wall, @ Lot 51 ''32:0 8.2 106.3 1 95 i 11 0 TEST NO DATE LOCATION 111 3-8-90 Perimeter wall, @ jot,5 112 3-8-90 Perimeter wall,@ Lot 51 113 3-9-90 Lot 14, Tract 1 114 3-9-90 Lot 16, Tract 1 115 3-9-90 Lot 18,.Tract 1 116 3-9-90 Lot 20, Tract 1 117 3-12-90 Loot 57, Tract 4 118 3-12-90 Lot 59, Tract 4 119 3-12-90 .Lot 59, Tract -4 120 3-12-90 lot 59, Tract.4 121 3-12-90 Lot 58, Tract 4 122F3-13-901 Lot 58, Tract 4 123 Lot 39, Tract 4 129Lot 57, Tract 4 SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 9 Plate No. 8 c - TEST MOIST. DRY REL. ELEVATION CONT. DENSITY SOIL COMP. FEET % PCF TYPE % REMARKS 1 33.0 12.6 104.1 1 93 34.0 14.0.103.2 1 93 33.0 10.0 i1Q.0 1 99 32.3 10.5 105.7 1 95 31.4 11.5 105.2 1 94 30.9 12.5 108.2 1 97 24.3 11.0 -107.5 1. 96 26.0 12.0 103.2 1 93 27.0 10.6 104.0 1 93 28.0 15.0 98.5 1 88 26.0 8.0 110.5 1 99 27.0' 14.5 101.3 1 91 37.0 7.4 '106.7• 1 96 29.0 15.9 108..1 1 97 TEST NO DATE LOCATION 125 3-13-90 lot 57, Tract 4 126 3-13-90 Lot 59, Retest of #120 127 3-13-90 Lot 59, Tract 4 128 3-13-90 Lot 59, Tract 4 129 3-13-90 Lot 13, Tract 2 130 3-13-90 Lot 13, Tract 2 131 3-13-90 Lot 13, Tract 2 132 3-13-90T lot 13, Tract 2 133- 3-14-90 Lot 14, Tract 2 134 3-14-90 lot 14, Tract 2 135 3-14-90 Lot 14, Tract 2 136 3-14-90 Iot: 17, Tract 2 137 3-14-90 Lot 17, Tract 2 138 3-14-90 Lot 17, Tract 2- SOIL AND TESTING ENGINEERS, -INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Plate No. 8 Page No.. 10 TEST ELEVATION FEET MOIST. CONT. % -DRY DENSITY PCF SOIL TYPE REL. COMP. X REMARKS 30.0 28.0 14.8 19.5 108.9 105:8 1 1 98 95 29.0 29.0 104.3 _1 94 30.0 15.8 106.2 1 95 31.4 18.8 100.0 4 90 32.4 17.6 100.0 4 90 33.4 14.9 97.2 4 88 34.4 14.9 97.4 4 88 - 30.8 23.0 99.0 .4 90 31.8 17.4 99.3 4 90 32.8 16.2 103.5 4 94 32.3 13.5 108.7 4 98 31.3 19.9 .103.1 4 93 433.3 8.7 104.0 4 94 TEST NO DATE LOCATION 139 3-15-90 rot 13, Tract 2 '140 3-15-90 Iot 13, Tract 2 141 3-15-90 Lot 21, Tract 2 142 3-15-90 Lot 21, Tract 2 143 3-15-90 Lot 21, Tract 2 144 3-15-90 Lot 21, Tract 2 145 3-15-90 Lot 29, Tract 4 146 3-15-90 Lot 29,Tract 4 147.. 3-15-90 Lot 42, Tract 4 148 3-15-90 Lot 40, Tract 4 149 13-15-901 Lot 31, Tract 4 150 3-15-90 lot 32, Tract 4 151 3-16-90 Lot 24, Tract 2 152 3-16-90 Lot 24, Tract 2 SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 11 Plate No.. 8 - •TEST TES ' T ELEVATION (FEET)7 MOIST. CONT. DRY DENSITY PCF SOIL TYPE REL: COMP. M REMARKS 33.4 13.4 100.0 4 91 34.4 16.4 101.3 4 92 ..I 32.2 13.0 99.5 4 90 33.2 13.3 101.0 4 91 34.2 14.8 98.6 4 90 35.2 33.0 34.0 8.2 100.3 4 91 19.2 103.0 4 93 17.7 108.2 4 98 37.0 10.6 100.7 4 91 36.6 13.1 .106.5 4 96 36.3 15.7 108.7 '4 98 36.1 9.9 108.6 4 98 33.0 15.2 103.3 1 4 1 94 34.0 15.1 104.3 4 94 iv h 000000000000000000000000'000100000000000000004 N TEST NO DATE LOCATION 153 ` 3-16-90. L� 24, Tract 2 154. 3-16-90 Lot 24, Tract 2 155 3-16-90 Int 29, Tract 2 156 3-16-90' Lot 291.Tract 2 157 3-16-90 Lot 29, Tract 2- 158 3-16-90 Lot 29, Tract 2 159 3-16-90 Lot 21, Tract 4 160 3-16-90 Lot 21, Tract.4 161 3-16-90 Lot 28, Tract 4 162 3-16-90 Lot 30, Tract 4 163 3-16-90 -Lot 33, Tract 4 164 3-16-90 Lot'33 Tract'4' 165 3-19-90 Lot 2, Tract 8 166 3-19-90 Int 2, Tract 8 SOIL AND TESTING ENGINEERS, INC. RESULTS OF FIELD DENSITY TESTS STE 8931087 Page No. 12 TESTMOIST, ELEVATION CONT FEET 7 35.0 12.8 DRY DENSITY PCF 103.6 SOIL TYPE 4 REL. COPiP, 2 94 REMARKS 36.0 13.7 34.0 11.7 104.5• 101.3 4 4 94 92 35.0 12.8 36.0 16.8 -37.0 17.7 37.1 14.0 37.1 15.6 105.4 4 95 100.6 .4 91 101.4 4 92 101.6 4 92 .101.9 4 92 '37.0 11.4 102.4 4 93 36.6 15.7 108.4 4 98 33.5 20.2 105.1 4 95 34.5 12.7 99.64 90 35.6 14.1 97.1 5 95 36.6 6.4 101.4 4 92 SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 13 Plate. No. 8 TEST TEST MOIST. DRY REL. N0 DATE LOCATION ELEVATION CONT.. DENSITY SOIL COMP. FEET PCF TYPE % REMARKS 167 3-19-90 Lot 2, Tract, 8 37.6 15.7 94.7 4 168 3-19-90 Lot 34, -Tract 2-34. 10.1 -95 97.2 ,5 169 3-19-90 Lot 34, Tract 2 35.6 9.7 100.5 4 170 3-19-90 Lot 34, Tract 2. 36.6 11.8 100.0 171 3-19-90 lot 34, Tract 4 36.8 12.8 10 0.5 172 3-19-90 Lot 22, Tract 2 36.6 15.2 105.6 96 173 3-19-90 Lot 20, Tract 2 36.2 12.3 105.0 4 95 174 3-19-90 Lot 58, Tract 4 31.0 13.0 104.0 175. 3-19-90 Lot 58, Tract 4 32.0 10.4 101.2 4 C0 176 3-19-90 Lot 24, Tract 2 37.0 13.1 108.8' 4 gs 177 3-19-90 Lot 17, Tract 2 35.3 11.5 108.2 4 178 3-19-90_ Lot 51, Tract 4 37.2 15.7 107.5 4 179 3-20-90 Lot 45, Tract 4 35.5 14.2 103.5 4 180 3-20-90 Lot 45, Tract.4 38.5 14.3106.1 4 TEST .NO, 181 DATE- 3-20-90 LOCATION Lot 15, Tract 2 182 183 3-20-90 3-20-90 Lot Lot 13 10, Tract Tract 2. 2 184 3-20-90 Wt 45, Tract 4 185 3-20-90 Lot 57, Tract 4 186 3-20790 Lot 57, Tract 4 187 3-20-90 Lot 31, Tract 2 188 3-20-90 Lot 28, Tract 2 189... 3-21-90 Lot 53, Tract 4 190 3-21-9 Lot 57, Tract 4 ..191 -3-21-9C Lot 57, Tract 4 192 3 -21 -9C -Lot 65, Tract 9 193 3-22-90 Lot 55, Tract 4 194 3-22-9 Lot 56, Tract 4 SOIL AND -TESTING ENGINEERS, INC. RESULTS OF FIELD DENSITY TESTS Plate. No. 8 STE 8931087 Page No.. 14 _ 4 TEST ELEVATION (FEET)__PCF MOIST. CONT. DRY DENSITY SOIL TYPE REL. COMP. __(%) REMARKS 34.8 13.5 106.6 4 97 34.4 13.7 108.5 4 98 34.1 - 11.0 105.9 4 96 37.5 11.2 108.8 4 99 32.0 15.7- 101.7 4 92 33.0 17.8 105.9 4: 96 38.7 15.2 103.9 4 94 37.9 7.8 103.0 4 93 36.7 15.8 104.3 4- 94 34.2 18.5 108.7 4 98 35.2 15.1 110.1 4 100 36.1 5.5 1014 4 92 37.5 14.3 108.9 3 92 X7.5 14.3 111.3 3 94 N SOIL AND TESTING ENGINEERS. INC. S'I'E 8931087 RESULTS -OF FIELD DENSITY TESTS Page No. 15 Plate No. 8 TEST TEST MOIST. DRY REL. NO DATE LOCATION ELEVATION CONT. DENSITY SOIL COMP. 195 FEET % PCF TYPE z REMARKS 3-22-90 lot 57, Tract 9 37.2 12.8 107.3 3 91 19.6 3-22-90 Lit 18, Tract 9 36.5 11.5 104.8 4 95 197 .3-23-90 Lot 63, Tract 4 37.0 10.2 106.4 4 96 198 3-23-90 lot 61, Tract 4 37.4 9.1 109.5 4 99 199 3-23-90 lot 59, Tract 4 36.9 9.9 102.7 4 93 200 3-23-90 Lot 18f Tract 9 37.5 15.5 106.0 4 96 201 3-23-90 Lot 18, Tract 9 38.5 12.8 106.7 4 97 202 3-23-90 Lot 65, Tract 4 32.0 10.6 93.9 5 92 203h3-23-90 lot 65, Tract 4 33.0 17.3 101.9 4 92 204 Lot 65, Tract 4 34.0 18.6 101.5 4 92 205 Lot 65, Tract 4 35.0 14.0 97.6 5 95 206 Lot 12, Tract 9 36.0 7.1 94.7 5 92 207 -Lot 12, Tract 9 37.0 6.8 94.9 5 92 208 Lot.12, Tract 9 38.0 11.8 98.2 5 96 11-M SOIL AND 'TESTING ENGINEERS,_ INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page lb. 16 Plate No. 8 TEST -. TEST MOIST. DRY REL. NO DATE LOCATION - ELEVATION CONT. DENSITY SOIL COMP. FEET % PCF TYPE REMARKS 209 3-23-90 Lot 12, Tract 9 39.0 8.5 102.1 4 92 210 3-27-90 Lot 36, Tract 9 33.5 15.7 99.6 4 90 211 3-27-90 Lot 36, Tract 9 34.5 8.5 106.6 4 97 212 3-27-90 -Lot 2, Tract 8 37.6 14.5 103.7 4 94 213 3-27-90 .Lot 2, Tract 8 38.6 20.5 99.8 4 90 214 3-27-90 Lot 28, Tract 3 32.2 13.1 97.5 5 95 215 3-27-90 Lot 28, Tarct 3 33.2 12.7 95.0 5 93 216 3-27-90 Int 7, Tarct 8 36:.9 11.7 94.0 5 I 92 217. 3-27-90 Int 7, Tract 8 37.9 7.7 94.0 5 92 218 3-28-90 Lot.65, Tract 4 36.1 14.3 97.7 5 95 219 3-28-90 Lot 36, Tract 9 35.5 15.9 97.9 5 95 220 3-28-90 Lot 21, Tract 9 36.5 6.1 106.3 4- 96 221 3-28-90 Int 18, Tract 9. 40.1 5.3 97.9 5 95 -T 222 3-28-90 Lot 14, Tract 9 39.8 10.1 104.0 4 94 11-M X0000000.•••••0•••••••••••••• 000000••••••••• TEST, NO DATE LOCATION 223 3-28-90 Lot 14, Tract 8 224 3-28-90 Lot 69, Tract 4 225 3-28-90 Lot 28, Tract 3 226 3-28-90 Lot 29, Tract 3 227 3-28-90 ,Lot 25, Tract 3 228 3-28-90 Lot 26, Tract 3 229 3-28-90 Lot 45, Tract 3 230 3-28-90 lot 40, Tract 3 231 3-28-90 Lot 47, Tract 3 2323-29-90 Lot 12, Tract 8 233 3-29-90 Lot 12, Tract 8 234 3-29-90 lot 7, Tract 8 235 3-29-90 Lot 7, Tract 8 236 3-29-90 Iot 15, Tract 8 SOIL AND TESTING ENGINEERS, INC. SM 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 17 Plate No. 8 TEST ELEVATION FEET MOIST. CONT. 2 DRY DENSITY PCF. SOIL TYPE REL. COMP. % REMARKS 37.3 13.9 99.6 4 90 40.4 5.1 108:7 4 98' '34.2 13.3 11049 4 100 34.9 8.7 100.0 4 91 34.5 9.6' 106.8 4 97 35.8- 9.9 88.8 4 80 33.0 3.1 120.0 2 99 29.3 7.5 101.7 4 92 34.2 8.7 102.6 4 93 36.9 10.2 100.8 4 91 37.9 7.7 105.5 4 96 37.8 8.8 104.0. 4 94 38.8 8.8 108.9 .4 99 37.2 13.2 108.0 4 98 SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 18 Dla+-c ATn- A TEST NO DATE .LOCATION TEST ELEVATION FEET MOIST. CONT-. Z DRY- DENSITY PCF SOIL TYPE REL. COMP. % 92 REMARKS 237 3-29-90 -Lot 15, Tract 8 38.2 13.7 101.2 4 238 3-29-90 Lot 26, -Tract 3. 35.8 _ 10.2 98.2 6 92 _239 3-29-90 Lot 23, Tract 3 28.1 8.7 103.5 4 94 240 3-29-90 Lot 21, Tract 3 28.4 17.9 93.6 5 91 241 3-29-90 Lot 14, Tract 8 38.7 9,0 - 102.4 _ 4' 93 242 3-29-90 Lot 14, Tract 8 39.7 13.5 101.8 4 92 243 3-29-90 Lot 18, Tract 8 37.0 9.7 114.8 3 97 244 3-30-90 -Lot 30, Tract -6 32.7 11.5 101.8 4 92 245-• 3-30-90 Lot 30, Tract 6 33.7 10.1 103.4 4 94 246 3-30-90 Lot 43, Tract 8 36.8 8.9 105.2 4 95 247 3-30-90 Lot 43, Tract 8 37.8 9.6 100.5 4 91 248 3-30-90 Lot -43, Tract 8 38.8 8.9 98.4 6 92 249 3-30-90 Lot 40, Tract 8 37.3 5.8 100.6 4 91 250 3-30-90 lot -33, Tract 6 30.8 10.0 110.4 4 100 Cil try SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY . TESTS Page No. 19 Plate No. 8 TEST TEST MOIST. DRY REL. NO DATE LOCATION ELEVATION CONT. DENSITY SOIL COMP. FEET 2 PCF TYPE REMARKS 251. 3-30-90 Lot 33, Tract 6 32.3 7.5 103.2 4 93 252 3-30-90 Lot 33, Tract 6 33.8 11.1 98.6 6 92 253 3-30-90 Lot 18, Tract 3 29.0 6.3 104.9 4 95 254 3-30-90 Lot 16, Tract 3 30.5 8.7 105.9 4 96. 255 3-30-90 Lot 46, Tract 3 35.2 10.7 103.4 4 94 256 4-2-90 Lot 52, Tract 8 36.5 9.5 97.8 6 91 257 4-2-90 Lot 52, Tract 8 37_.5 5.9 100.2 6 93 258 4-2-90 Lot 52, Tract 8 38.5 7.4 101.9 6 95 259 4-2-90 Irot 48, Tract 8 37.0 6.0 102.3 6 95 260 4-2-90 Lot 48, Tract 8 38.0 6.9 105.7 6 98 261 4-2-90 Lot 48, Tract 8 39.0 8..6 104.4 6 .97 262 4-2-90 Lot 21, Tract 3 29.0 9.7 104.1 6 97 263 4-2-90 Lot 21, Tract 3 30.0 8.5 102.0 6 95 :26:4 4-2-90 Lot 21; 7Yact 21. 31.0 10.6 97.7 6 91 TEST N.0 265 DATE .4-2-90 _ LOCATION Iot 39, Tract 6 266 267 268 269 4-2-90 4-2-90 4-2-90 4-2-90 ..Tot lot. Lot Lot 39, 14; 14, 14, Tract . Tract Tract Tract 6 3 3 3 270 . 4-3-90 Iot.22, 15.0 Tract 8 271 4-3-90 Lot 22, Tract 8 272 4-3-90 Lot 16, Tract 8 273.. 4-3-90 Lot 14, Tract 8 274 4-3-90 Lot 121.Tract 35.9 8 275 4-3-90 Lot 8, Tract 8 90 276 4-3-90 Lot 5, -Tract 8 96.2 277 4-3-90 Lot 67, Tract 4 278 1 4-3-90 r Lot 2, Tract 8 93 SOIL AND TESTING ENGINEERS, -INC. RESULTS OF.FIELD DENSITY TESTS Plate No. 8; TEST ELEVATION FEET 31.1 MOIST. CONT. % DRY DENSITY PCF' SOIL TYPE REL. COMP. % 14.8 . 97.8 6 91 32.1 30.0 31.0 32.0 15.0 97.4 6 .91 9.8 97.2 6 91 12.2 96.9 6 90 .9.8 92.6 6. 86 34.9 9.5 101.3 4 92 35.9 10.6 97.8 6 90 40.5 7.4 96.2 6 90 41.3 6.5 103.8 4 93 41.4 8.9 106.5 4 96 40.9 10.9 109.8 4. 99 40.5 6.8 103..5 4 93 39.7 8.6 103.7 4 93 39.6 16.9 108.0 1 4 1 98 STE 8931087 Page No. 20 REMARKS TEST RESULTS OF FIELD DENSITY TESTS Page No. 21 Plate No.. 8 NO DATE LOCATION 279 4-3-90 Lot 48, Tract 6 '280 4-3-90 Lot 46, Tract 6 281 4-3-90 Lot 38, Tract 3 282 4-3-90 lot 38, Tract 3 283 4-4-90 lot 37, Tract 6 284 4-4-90 lot 37, Tract 6 285 4-4-90 Lot 17, Tract 3 286 4-4-90 Lot 17, Tract 3 287 4-4-90 Lot 17, Tract 3 6 91 Lot 42, Tract 6 94.6 5 Lot 42, Tract 6 100.0 A4-4-90 Lot 42, Tract 6 100.6 6 Lot 43, TraC-t 8 105.6 6 lot 47, Tract 8 SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 21 Plate No.. 8 TEST MOIST. DRY REL. ELEVATION CONT. DENSLTY SOIL COMP. FEET % PCF TYPE 2 REMARKS 29.8 12.3 101.0 4 91 29.5 11.8 106.0 4 96 31.2 8.6 94.3 5 92 -32.2 5.8 97.4 5 95 33.0 12.8 97.2 6 91 34.0 7.9 94.6 5 92 300'2 11.2 100.0 6 93 31.2 12.2 100.6 6 94 32.2 12.5 105.6 6 98 30.6 11.4 100.0 6 93 .31.6 11.3 100.5 .6 94 32.6 8.3 101.4 6 94 40.8 9.9 103.2 4 93 +40.6 17.7 99.7 4 90- n W 0 SOIL AND TESTING ENGINEERS. INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 22 Plate No. 8 TEST TEST MOIST. DRY REL. - NO DATE LOCATION ELEVATION CONT. DENSITY SOIL COMP. FEET z PCF TYPE % REMARKS 293 4-4-90 Lot 51, Tract 8 41.0 9.1 102:2 4 93 294 4-4-90 Lot 53, Tract 8 40.5 8.6 103.7 4 94 295 4-4-90 lot 33, Tract 8 36.0 12.8 -99.6 4- 90 296 4-4-90 Lot 46, Tract 6 37.0 14.0 106.2 4 96 297 4-4-90 Lot 46, Tract 6 38.0 9.8 105.1 4 .. 95 298 4-4-90 Lot 35, Tract 3 28.8 14.7 100.7 4 91 299 4-4-90 Lot 35, Tract 3 29.8 10.3 98.6 6 92 30.0 4-5-90 lot 42, Tract'2 34.9 11.0 101.8 4 92 301 •. 4-5-90 Lot 42, Tract 2 35.9 12.8 102.9 4 93 302 475-90 Lot 26, Tract 8 38.1 3.4 105.1 4 95 Lot 23, Tract 8 38.5 12.9 103.6 4 94 303 4-5-90 Lot 20, Tract 8 39.5 4.6 101..7 4 92 304 4-5-90 305 4-5-90 Lot 36, Tract 8 38.0 11.4 102.4 4 93 306 4-5-90. Lot 36, Tract 8 X9.0 7.4 102.9 4 1 93 W 0 TEST INC. STE 8931087 RESULTS OF FIELD DENSITY NO DATE LOCATION Plate No. 8 307 4-6-90 Lot 2, Tract 3 308 4-6=90 Lot 5, Tract 3 309 4-6-90. Lot 43,Tract 2. 310 4-6-90 Lot 24, Tract 3 311 4-6-90 Lot 24, Tract 3 312 4-6-90 _ Lot 37, Tract 8 313 4-6-90 Lot 40,Tract 8 314 4-6-90 Lot 35,.Tract 80 6 315 4-9-90 Lot 47, Tract 5 316 4-9-90 Lot 51, Tract•5 317 4-9-90 Lot 57, Tract 5 318 4-9-90 Lot 32, Tract 6 319 4-9-90 Lot 30, Tract 6 320 4-9-90 Lot 27, Tract 6 J\j SOIL AND TESTING ENGINEERS, INC. STE 8931087 RESULTS OF FIELD DENSITY TESTS Page No. 23 Plate No. 8 TEST MOIST. DRY REL. ELEVATION CONT.- DENSITY SOIL COMP. FEET PCF TYPE % REMARKS 36.4 8.6 105.6 4 96 �. 36.7 5.6 103.5. 4 94 36.8 10.1 102.7 4 93 27.3 26.3 87.9 4 80 28.3 23.8 93.5 4 85 ' 39.9 10.4 105.5 4 96- 40..8 7.5 105.9 4. 96 35.3 9.4 108.4 4 98 39.6 14.8 104.0 4 94 _ 40.7 15.3 103.4 4 94 42.3 17.1 10703 4 97. 35.0 9.7 101.4 4 92 35.7 10.8 100.3 4 91 36.3 10.8 103.8 4 94 TEST 3-30-90 Tot 36, Tract 1 F2 NO DATE LOCATION Tract 1 321 4-9-90 Lot 7, Tract 3- 322 4-9-90 Iot 35, Tract 9 323 4-9-90 Tot 37, Tract 9 324 4-10-90 Tot.16, 14.2 Tract 3 325 4-10-90 Lot. 23, Tract 3 326 4-10-90 Lot 10, Tract 3 F1 3-30-90 Tot 36, Tract 1 F2 3-30-90 Lot 35, Tract 1 SOIL AND TESTING ENGINEERS, INC. STE.8931087 RESULTS OF FIELD DENSITY TESTS Page Iib. 24 Plate No. 8• MOIST. DRY REL.ELEVCOLT. I:.TESTI DENSITY SOIL COMP.FEPCF TYPE % REMARKS 36:1 16.1 99.5 4 90 37.1 14.2 114.6• 3 97 36•.1 8.8 107.1 4 - 97 33.5 16.1• 96.5 5 94 34.2 15.8 100.9 5 98 35.5 14.9 97.4 5 95 32.4 15.5 100.6 4 91 31.9 14.5 101.0 4 91 v