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HomeMy WebLinkAboutAs Built Geology & Rough Grading I I I I I I I I I I I I I I I I I I I ~ OPnntedOl'l RecJcled P.pe, Converse Consultants Over 50 Years of Dedication in Geotechnical Engineering and Environmental Sciences AS-BUILT GEOLOGY AND ROUGH GRADING REPORT Tracts 24187-1 and 24187-2 Paseo Del Sol Master Planned Communities Temecula, California Prepared for: Newland Communities 27393 Ynez Road, Suite 253 Temecula, CA 92591 Converse Project No. 00-81-126-50 June 15, 2000 10391 Corporate Drive, R~dlands. California 92374 Telephone: (909) 796-0544 . Facsimile: (909) 796-7675 . e-mail: ccieconv@aoLcom \ I I I I I I I I I I I I I I I I I I I ~ Converse Consultants Over 60 Years of Dedication in Geotechnical Engineering and Environmental Sciences June 15, 2000 Mr. Dean Meyer, R.C.E. Director of Engineering and Development Newland Communities 27393 Ynez Road, Suite 253 Temecula, CA 92591 Subject: AS-BUILT GEOLOGY AND ROUGH GRADING REPORT Tracts 24187-1 and 24187-2 Paseo Del Sol Master Planned Communities Temecula, California Converse Project No. 00-81-126-50 Dear Mr. Meyer: Converse Consultants (Converse) has prepared this report to present the results of our geotechnical observations, field density and laboratory testing performed during rough/mass grading of the above-referenced tracts in the city of Temecula, California. These services were performed in accordance with our proposal dated January 24, 2000. The project included rough/mass grading of the above-referenced Tracts in accordance with the project grading plans prepared by The Keith Companies, the Geotechnica/ Investigation Report prepared by Converse, grading requirements of the city of Temecula and the Uniform Building Code, 1997. At the time this report was prepared, Tracts 24187-1 and 24187-2 were rough graded to design grades as shown on Drawing No. 1 (sheets 1 through 6), Field Density Test Locations and As Built Geologic Map, included in this report. Field density tests were performed in accordance with the ASTM Standard D1556- 90 (Sand Cone) and D2922-96 (Nuclear Gauge) test methods to determine the in- place density of compacted fill soils. The approximate test locations are plotted on Drawing No. 1 (sheets 1 through 6), Field Density Test Locations and As Built Geologic Map. Results of the field density tests performed during rough/mass grading are summarized in Table No. A-1, Field Density Test Results, in Appendix A, Summary of Field Density Test Results. O Pnnled on Recycled P."",. 10391 Corporate Drive, Re~:Uands, California 92374 Telephone: (909) 796-0544 . Facsimile: (909) 796-7675 . e-mail: ccieconv@aol.com -z- I I I I I I I I I I I I I I I I I I I 00-81-126-50 June 15, 2000 Page ii Laboratory testing performed during rough/mass grading included compaction tests to determine maximum dry density and optimum moisture relationships of the soils used as compacted fill in accordance with the ASTM Standard D1557-91 test method. The results of these laboratory tests are summarized in Table No. B-1, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results, in Appendix B, Summary of Laboratory Test Data. Based on the results of our field observation, in-place density and laboratory testing, it is our opinion that the earthwork associated with the rough/mass grading of the subject Tracts has been completed in substantial compliance with the project plans and specifications. We appreciate this opportunity to be of continued service to the Newland Communities. If you have any questions, or need additional information, please do not hesitate to contact us at (909) 796-0544. CONVERSE CONSULTANTS ~ ~ - --::..---------= - ~ Hashmi S. E. Quazi, Ph.D., P. E. Senior Vice President/Principal Engineer Dist.: 5/Addressee HSQ\WHC\IUM\bac\mjr ~ ~ Converse Consultants CCIENT\OFFICEIJOBFILEI2000181100-126100-126-5:rgr ?:> I I I I I I I I I I I I I I I I I I I 00-81-126-50 June 15, 2000 Page jii PROFESSIONAL CERTIFICATION This report has been prepared by the staff of Converse Consultants (Converse) under the supervision of the registered engineers and engineering geologist whose seals and signatures appear hereon. The findings, conclusions, recommendations, or professional opinions presented in this report were prepared in accordance with generally accepted professional engineering and engineering geologic principles and practice in effect in Southern California at this time. There is no other warranty, either expressed or implied. '- "":::;::;; .,-. ~ > - - William Chu, G_ E. 2482 Senior Engineer ~ -;;;? - :::::, ~ ---- {/.,-- Hashmi S. E. Quazi, Ph.D, P. E. Senior Vice President/Principal Engineer ~ ~ Converse Consultants CCIENTIOFFICEIJOBFILEI2000181100-126100-126-5.r9r ~ I I I I I I I I I I I I I I I I I I I 00-81-126.50 June 15, 2000 Page iv TABLE OF CONTENTS 1.0 INTRODUCTION ..............................................................................................1 2.0 PROJECT DESCRIPTION ..................................................................................1 2.1 GENERAL ......................................................................................................... 1 2.2 SITE CONDITIONS PRIOR TO ROUGH/MASS GRADING .................................................. 2 2.3 PROPOSED DEVELOPMENT .................................................................................... 2 2.4 SITE GRADING IEARTHWORK REQUIREMENTS/RECOMMENDATIONS ................................. 3 3.0 PROJECT TEAM.... ............................................................. ............... ..............4 4.0 SCOPE OF WORK............................................................................................5 4.1 FIELD OBSERVATION AND IN-PLACE DENSITY TESTING .................................................5 4.2 LABORATORY TESTING ........................................................................................5 4.3 DATA EVALUATION AND REPORT PREPARATION......................................................... 5 5.0 GEOLOGIC CONDITIONS..................................................................................6 5.1 GENERAL ........ ........ .............................................................. ..................... ...... 6 5.2 PRE-GRADING GEOLOGIC CONDITIONS .................................................................... 6 5.3 GEOLOGIC CONDITIONS OBSERVED DURING GRADING ................................................. 6 5.4 GROUNDWATER CONDITIONS. ... ....................................................... ......................7 5.5 FAULTING AND SEiSMiCiTy................................................................................... 7 5.5.1 General ................................................................................................... 7 5.5.2 Regional Faulting ...................................................................................... 7 5.5.4 Seismicity.. ..................... ..................... ... ............ ............... ....................... 7 6.0 GRADING AND EARTHWORK........................................................................... 8 6.1 GENERAL......................................................................................................... 8 7.0 FIELD DENSITY AND LABORATORY TEST RESULTS........................................... 9 7.1 FIELD DENSITY TEST RESULTS.............................................................................. 9 7.2 LABORATORY TEST RESULTS ................................................................................ 9 8.0 CONCLUSIONS .............................................. .................................. ............. 10 9.0 FURTHER TRACT DEVELOPMENT CONSIDERATIONS ....................................... 11 1 0.0 LIMITATIONS.... .............................................................. ...................... ....... 12 REFERENCES...... ................. .......................................................... ......................... 14 @ Converse Consultants CCIENT\OFFICEIJOBFILEI2000181100-126100-126.50.rgr 6 I I I I I I I I I I I I I I I I I I I 00.81-126-50 June 15, 2000 Page v ILLUSTRATIONS Following Page No. Figure No.1, Site Location Map......................................................................l APPENDICES Appendix A.......................................................................... Field Density Testing Appendix B................. .:.......................................................... Laboratory Testing DRAWINGS Field Density Test Locations and Geologic Map (sheets 1 through 6).....Map Pockets @ Converse Consultants CCIENTlOFFICEIJOBFILEI2000181100-126100-126-50.rgr fp I I I I I I I I I I I I I I I I I I I 00-81-126-50 June 15, 2000 Page 1 1.0 INTRODUCTION This report contains the results of geotechnical field observations, in-place density and laboratory testing performed during rough/mass grading of Tracts 24187-1 and 24187-2 within the Paseo Del Sol Master Planned Community in the city of Temecula, California. Earthwork associated with the rough/mass grading was performed by TNT Grading Inc., Temecula, California between February 2000 and April 2000. Rough/mass grading was performed in accordance with the requirements and recommendations set forth in the project rough/mass grading plans prepared by The Keith Companies, Moreno Valley, California, grading requirements of the city of Temecula, Appendix Chapter 33 of the Uniform Building Code (UBC, 1997) and the following project geotechnical investigation report. · Geotechnical Investigation Report, Tracts 24136, 24187, 24188, 25417 and 25418, Paseo Del Sol Master Planned Community, City of Temecula, California, dated May 6, 1999, prepared by Converse for Newland Associates, Converse Project No. 99-81-112-01. This report was prepared for the project described herein and was intended for the sole use of Newland Communities and its authorized agent(s). It may not contain sufficient information for use by others and/or for any other purposes. 2.0 PROJECT DESCRIPTION 2. 1 General The project site is located in the city of Temecula, California, as shown in Figure No.1, Site Location Map. The proposed residential development encompass the northeastern portion of Paseo Del Sol Master Planned Community. Once developed, Tracts 24187-1 and 24187- 2 will be comprised of 87 and 77 residential homes, respectively in addition to streets, parkways and portion of Sunny Meadows Drive. The scope of this report is limited to these rough/mass graded Tracts herein referred to as the "project site". The project site is bounded on the north by a natural drainage, on the east by undeveloped hills, on the south by Tract 24186 and on the west by Meadows Parkway. @ Converse Consultants CCIENT\OFFICEIJOBFILEI2000181100.126100-126.50.rgr 1 TO So\.'1 OltCO l L; i + I I I I I I I I I I I I I I I I I I ;0 ilJ\lS~S;Ct ;0 CORC~'" '; % ~ c Cdy of ~ .:,-.{ . VICINITY MAP (NOT TO SCALE) ,,0 c.\1l 24187-2 SHEET NO. 7 '. .~. 24187-2 SHEET NO. 6 - , , " '. \~\ ,II III liE 24187-3 i/ : i! SHEET NO. 10 I.'J." ':' /(~ 11l IlOUNOl'n'--(.' .t'--PK.l.SWNE I~ 1/> III " Z/.',;' \ .f: ........ .1 l ',/Y /.; . !.!, /. ;, : ..... It S1i~ ].I,O.Tl:HUHE__/-___,J,/j.~ "_I . 'Ii I : ii' _--I ... ..' _--c.C;- ..I'\C:~ I : ~ . _-- ~yJo ~'ifJ.';!f". . . ~ '" X ,O:>',~ . 24187-1 SHEET NO. 5 24187-1 SHEET NO.4. . 24187-3 SHEET NO. 9 24187-1 SHEET NO. 3 us GEOLOGICAL SURVEY Scale: 1:400 o . 400 800 , SCALE IN FEET APPROXIMATE SITE LOCATION MAP I@ PASEO DEL SOL COMMUNITY, TR. 24187 - l' & 24187- 2 City of Temeculo. California For: Newlond Communities Pro)ecl ~o. 00-81-126-50 FiQrore No. Converse Consultants 1 B I I I I I I I I I I I I I I I I I I I 00-81-126-50 June 15. 2000 Page 2 2.2 Site Conditions Prior to Rough/Mass Grading The site includes Tracts No. 241871-1 and 24187-2, portion of Sunny Meadows Drive, the off-site balance area and the as-built area north of Sunny Meadows Drive. This report does not include grading observation and field density testing for Tract 24187-3 which will be presented in a separate report at the conclusion of grading. The following is a description of the existing site conditions prior to grading. Topographically the subject tracts consist of two east-west ridgelines with drainages along the south, central and northern sections. Site elevations range from approximately 1305 feet above mean sea level (MSL) in the north and central ridge lines and descends to an approximate elevation of 1165 feet MSL in the southwest corner. The drainage along the southern boundary was partially graded during previous earthwork for Tract 24186 under the observation and testing of Converse Consultants. The central drainage area and adjacent to Meadows Parkway had fill placed during grading of Meadows Parkway to flow gradient out of the canyon. Undocumented fill soil, construction debris and broken concrete was present across the fill area. A desilting basin was present in the southwestern portion of the fill area near the end of Dodaro Drive (sheet 2 of 6). 2.3 Proposed Development The project site is proposed to be developed as a part of a master planned residential community consisting of single-family homes, streets with curbs and gutters, sidewalks, walkways and associated above-ground and underground utilities including storm drains, sewer, water, gas and electrical lines. The residences are likely to be constructed of wood- frame structures with concrete slabs-on-grade and concrete footing foundations. The project also includes cut slopes and fill slopes graded with a slope ratio of 2:1 (horizontal: vertical) or flatter. The maximum thickness of fill within the site is approximately 51 feet. Maximum cuts of several hills in the northern portion of the Tracts were on the order of 65 feet. Information on anticipated subsurface conditions and recommendations for tract development including earthwork were provided by Converse in the Geotechnical Investigation Report, dated May 6, 1999, referenced in Section 1.0, Introduction. @ Converse Consultants CCIENTIOFFICEIJOBFILEI2000\81 100.126100.126.50.rgr- ~ I I I I I I I I I I I I I I I I I I I 00-81-126-50 June 15, 2000 Page 3 2.4 Site Grading /Earthwork Requirements/Recommendations Site grading was performed in accordance with the site development requirements set forth in the above-referenced rough/mass grading plans, the as-built balance area north of Sunny Meadows Drive. The results of site grading of Tract 24187-3 will be presented in a subsequent report at the completion of grading. The project Geotechnical Investigation Report, dated May 6, 1999, referenced in Section 1.0, Introduction, contains detailed tract development, including site specific grading and earthwork recommendations. The general recommendations from that report are summarized as follows: · Surface trash, vegetation and other organic materials should be removed from the grading area. Organic matter resulting from the clearing and grubbing should be hauled off site. · Undocumented fill existing within the project site shall be removed and replaced as compacted fills. Based on observation during grading, it may be necessary to remove loose alluvium or colluvium from underneath the undocumented fills. · Unsuitable topsoil, colluvium and alluvial soils shall be removed from site prior to placing any structural fills. Actual depth of removal shall be based on actual soil conditions directed by representatives of geotechnical consultant during grading. · Proposed fills shall be placed on competent subgrade soils as determined by representatives from Converse. A representative from Converse shall observe the bottoms of the excavated areas prior to the placement of any fill. · Subsequent to the removal of unsuitable materials, subgrade soil surfaces that will receive compacted fills shall be scarified to a depth of at least six inches. The scarified soils shall be moisture-conditioned within three percent of optimum and compacted to a relative compaction of at least 90 percent as per ASTM Standard D1557-91. · Soils removed during excavation procedures may be utilized as compacted fills, provided they have been stripped of organic and other deleterious matter. . Fills shall be placed in suitable lifts, with lift thickness modified as necessary to achieve adequate compaction. Fills should be compacted mechanically throughout to the specified density at moisture content within three percent of optimum. · All fills, if not specified to be at 95 percent, shall be compacted to a relative compaction of at least 90 percent as per ASTM Standard D1557-91. @ Converse Consultants CClENTlOFFICEIJOBFILEI2000181 100.126100.126.50,rgr' \0 I I I I I I I I I I I I I I I I I I I . 00.81-126.50 June 15, 2000 Page 4 Fills shall be benched into unyielding sedimentary bedrock or native soil on slopes steeper than 4:1 (H:V). · In-place density of the compacted fill soils shall be measured in accordance with the ASTM Standard D1556-90 test method and/or ASTM Standard D2922-96. If a field density test shows less than the required minimum relative compaction additional compaction efforts shall be applied to the fill volume represented by the failing test until a subsequent field density test shows passing results. · Converse shall observe the placement of fill and conduct in-place density tests on the compacted fill to check for adequate moisture content and compaction. Where less than the specified compaction is indicated, additional compaction efforts shall be applied and the soils moisture-conditioned as necessary until specified compaction is achieved. · Cut slopes should not be steeper than 2: 1 (H:V). Geologic observation of all cut slopes should be conducted during grading to observe if any adversely oriented planes of weakness are present. · Fill slopes should be constructed no steeper than 2: 1 (H:V). Fill slopes should be properly compacted out to slope face. This may be achieved by either overbuilding and cutting back to the compacted core, or by utilizing other methods that meet the intent of the project specifications. 3.0 PROJECT TEAM The project team during rough/mass grading consisted of the following: Owner/Developer ......................................................... Newland Communities, California Director of Engineering and Development............................................Dean Meyer, R.C.E. Project Manager ... ... ...... .... ... ... ... ... ... ... ... ...... ... ... .... ... .... ... .......... ... .... ... ...... Jim Stewart Project Superintendent.. ............. ... ... ...... ........ .... ... .... ....... .......... ... ......... ... Dennis Smith Project Civil Engineer .........................................The Keith Companies, Moreno Valley, CA Project Surveyor ...............................................The Keith Companies, Moreno Valley, CA Project Geotechnical Consultant .......................Converse Consultants, Redlands, California Principal-ln-Charge ......................................................... Hashmi S. E. Quazi, Ph.D., P. E. Project Engineer/Manager....................................................................William Chu, G. E. Project Engineering Geologist ......................................................... Michael Cook, C.E.G. Field Geologist.................................................................... ,............ .Chris Koepke, R.G. Lead Field Technician ........................................................................... Thomas K. Frost @ Converse Consultants CCIENTIOFFICEIJOBFILEI2000181 100-126100-126-50.rgr. \\ I I I I I I I I I I I I I I I I I I I 00.81-126-50 June 15, 2000 Page 5 Grading Contractor............................................ TNT, Grading Inc. San Marcos, California Grading Superintendent ......................................................................... Barry Blanchard 4.0 SCOPE OF WORK Our scope of work for the subject project included full-time observation of grading, field density and laboratory testing to verify earthwork compliance with project plans and specifications. 4.1 Field Observation and In-place Density Testing Full-time observation of grading and field density testing of compacted fill soils was performed by Converse soil technicians working under the supervision of the project engineer and the geologist. Converse geologists performed geologic mapping and full-time observation of the canyon clean-outs and grading associated with cut and fill slopes. Our' scope of work also included providing necessary geotechnical consultation services during rough/mass grading. 4.2 Laboratory Testing Our scope of work during rough/mass grading included laboratory compaction tests to evaluate the dry density and moisture content relationships of the fill soils. The results of these laboratory tests were utilized in the evaluation of the in-place density of the compacted fills. Additional laboratory tests including sieve analysis, direct shear, consolidation, expansion index, and R-value tests, will be performed on representative samples of building pad and street subgrade soils retrieved at the completion of rough grading. Separate report pertaining to the individual tracts will be submitted. 4.3 Data Evaluation and Report Preparation Data obtained during field density testing was examined by the lead field technician and the project engineers for the purpose of quality assurance/controL The results of laboratory tests were analyzed and evaluated for relevant engineering parameters. This report was prepared to summarize field observations, results of geologic mapping, field density and laboratory testing. Results of additional laboratory testing, data analysis/interpretation, geotechnical design parameters and construction recommendation for building foundations, slabs-on-grade, retaining walls, street pavements and associated facilities will be provided in the tract specific design and construction recommendation reports. @ Converse Consultants CCIENT\OFFICEIJOBFILEI2000181\OO-126100-126-50.rgr. \1.-- I I I I I I I I I I I I I I I I I I I 00.81.126-50 June 15, 2000 Page 6 5.0 GEOLOGIC CONDITIONS 5. 1 General A general description of the site geologic conditions prior to and following rough/mass grading is presented in this section. 5.2 Pre-Grading Geologic Conditions Pre-grading site conditions consisted of undeveloped rolling hills, small canyons, open land, compacted fill placed during previous grading, canyon fill soils with construction debris. The ridge lines which divided the site were underlain by Pauba Formation sandstone and siltstone. Undeveloped canyon floors were underlain by alluvial soils. Elevation of the existing ground surface ranged from approximately 1,165 feet at the southwestern corner of the site to approximately 1,305 feet in the east west ridgeline. The existing canyons were generally flat floored with gentle to moderately sloped side walls and localized areas with steep side walls. The canyons drained from east to west towards Meadows Parkway. 5.3 Geologic Conditions Observed During Grading Top Soil/Colluvium: Top soil/colluvium mantled all the hills and canyon areas throughout the site. These soils were generally highly porous, comprised of silty sand and clayey sand and varied in thickness from about one (1) foot to 13 feet. Fills (Documented/Undocumented): Fill soils were present as part of Meadows Parkway roadway embankment along the west side of the tract, and locally some end dump stockpile soils associated with prior earthwork activity. A fill slope along the southern tract boundary was graded as part of previous earthwork for Tract 24186. Alluvium: Recent to older alluvial soils were present within the canyons which traverse Tract 24187. The recent alluvial soils consisted predominantly of poorly graded, coarse- grained sand in the center of main canyons to dark brown, fine to coarse-grained silty to clayey sand along the sides of the canyons. These alluvial soils were porous to highly porous with abundant root casts and generally very dry at the surface and moist below a depth of approximately five (5) feet. Older alluvium generally consisted of massive brown to red-brown fine to coarse-grained sand. These older alluvial soils were moist and free of visible porous root casts. Bedrock: Pauba Formation bedrock consisted of poorly interbedded to massive, moderately to well consolidated, fine to coarse-grained sandstone and occasional inter-bedded siltstone. The sandstone is alluvial channel-type deposits with lenses of gravelly sandstone, siltstone and silty claystone. The sandstone and siltstone is moderately to well cemented. @ Converse Consultants CCIENT\OFFICE\JOBFILE\2000\81 \00.126\00-126.50.rgr \ ~ I I I I I I I I I I I I I I I I I I I 00-81.126-50 June 15, 2000 Page 7 5.4 Groundwater Conditions No groundwater was observed in any of the canyon removals completed as part of the grading for Tract 24187. 5.5 Faulting and Seismicity 5.5.1 General The site is located in a seismically active region. Detailed discussion on site specific faulting, seismicity and liquefaction potential was presented in the Geotechnica/ Investigation Report, dated May 6, 1999, referenced in Section 1.0, Introduction. The Alquist-Priolo Earthquake Fault Zoning Act of California defines an active and a potentially active fault as follows: an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years) and a Dotentiallv active fault is a fault which showed evidence of surface displacement during Quaternary time (the last 1.6 million years). A brief discussion on faulting including field observations made during grading and seismicity is presented below. 5.5.2 Regional Faulting The project site is not located within a currently designated State of California Earthquake Fault Zone. No known active faults projects toward or through the site. The nearest known active fault zone capable of generating significant ground motion at the site is the Temecula Segment of the Elsinore Fault Zone, which is located approximately one mile southwest of the site. 5.5.3 Site Faulting Evidence of active or potentially active faulting was not observed during grading of the site. Bedrock faulting with significant offset or deformation was not observed within any of the graded areas. 5.5.4 Seismicity Based on a deterministic seismic hazard analysis, the project site may experience a peak ground acceleration of about 0.65g, where g is the acceleration due to gravity, in the event of an earthquake of moment magnitude 6.8 on the nearby Temecula (Elsinore) Fault Zone. @ Converse Consultants CCIENTlOFFICE\JOBFILE\2000\81\00-126\00-126-50.rgr V\ I I I I I I I I I I I I I I I I I I I 00-81.126-50 June 15, 2000 Page 8 6.0 GRADING AND EARTHWORK 6. 1 General Earthwork associated with rough/mass grading was performed by TNT Grading Inc. Site grading commenced in February 2000 and was completed in April 2000. Earthwork equipment included dozers, excavators, loaders, rubber tire compactors, scrapers, blades, water trucks and water pulls. Prior to grading, the ground surface was grubbed of vegetation and all deleterious debris was removed and disposed from the site. Surficial colluvial and alluvial soils were removed to competent older alluvium or Pauba Formation bedrock. Canyon areas with loose, unsuitable alluvium/colluvium soils involved removal on the order of three (3) to 15 feet. Subgrade soils were scarified, moisture conditioned to near optimum moisture and compacted to a minimum of 90 percent relative compaction as per ASTM Standard D1557- 91 prior to placement of compacted fill soils. Excavated site soils were placed as compacted fills. Fills were placed in loose, six to eight inch thick lifts, mixed and moisture conditioned, if necessary, to near optimum moisture. The loose fill lifts were then compacted to a relative compaction of at least 90 percent as indicated by random in-place density testing. The field density tests were performed in accordance with either the ASTM Standard D1556-90 Method or ASTM Standard D2922- 96 Method. If the results of a field density test indicated failing results the representative fill volume was reworked and re-compacted by the contractor until a subsequent field density test indicated passing results. Where fills were placed against existing slopes steeper than 5:1 (H:V), the new fill slopes were keyed and benched to provide increased lateral support and remove the surficial unsuitable soils when present. Fill slopes were overbuilt three (3) to four (4) feet and compacted as they were filled horizontally. The overfilled slope face was then tract rolled prior to trimming back to finish grade. Cut slopes exposed sandstone of the Pauba Formation. The sandstone is generally moderately cemented. Cut slopes were constructed at a gradient of at least 2:1 (H:V). Tracts 24187-1 and 24187-2 were graded to mass grade elevations as shown in Drawing No.1, Fie/d Density Test Locations and As- Built Geologic Map, included in this report. The as-built area north of Sunny Meadows Drive was graded to mass grade elevations as shown in Drawing No.1, Sheets 1 through 10, Field Density Test Locations and As-Built Geologic Map. @ Converse Consultants CCIENTIOFFICEIJOBFILEI2000181100-126100.126.50.rgr V'5 I I I I I I I I I I I I I I I I I I I 00-81.126-50 June 15, 2000 Page 9 7.0 FIELD DENSITY AND LABORATORY TEST RESULTS 7.1 Field Density Test Results The earthwork associated with the rough/mass grading was observed from a geotechnical point of view and in-place density of the compacted soil was tested by Converse on a full- time basis. At the end of each working day, each soil technician prepared a Daily Field Report of Grading Observation documenting the geotechnical observations made during the day. A copy of the daily field report was submitted to the client's representative. Nuclear Gauge (ASTM Standard D2922-96) and/or Sand Cone (ASTM Standard D1556-90) test methods were utilized to evaluate the in-place density of compacted fills at random locations. The results of the field density tests performed during rough/mass grading of Tracts 24187-1, 24187-2, 24187-3 & 24188 are summarized in Table No. A-l, Field Density Test Results, in Appendix A, Summary of Field Density Test Results. The approximate locations of the field density tests for Tracts 24187-1 and 24187-2 are plotted in Drawings No.1 through 6, Field Density Test Locations and As Built Geologic Map. Test locations for other tracts will be provided in a separate report. The relative compaction for each field density test reported in Table No. A-1, Summary of Field Density Test Results, is obtained by dividing the measured in-place dry density by the maximum laboratory dry density of the same "soil type" presented in Table No. B-1, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Tests, in Appendix B, Summary of Laboratory Test Data. 7.2 Laboratory Test Results Representative bulk samples of the fill soils were retrieved during rough/mass grading and tested in the laboratory to determine their laboratory maximum dry densities and optimum moisture contents. These tests were performed in accordance with the ASTM Standard D1557-91 test method. Results of these tests are summarized in Table 8-1, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Tests. Results of additional laboratory testing will be presented in the tract specific design and construction recommendation reports. @ Converse Consultants CCIENT\OFFICEIJOBFILEI2000l81100-126100-126-50.rgr' ~ I I I I I I I I I I I I I I I I I I I 00.81-126.50 June 15, 2000 Page 1 0 8.0 CONCLUSIONS · Based on our field observation, in-place density and laboratory testing, and data analyses and interpretation, it is our opinion that earthwork associated with the rough/mass grading of the subject tracts were completed in substantial compliance with the project plans and specifications. · Excavated site soils were placed as compacted fills. The fills soils were composed of primarily silty sand, clayey sand, sand and sandy or clayey silt. · The laboratory maximum dry density and optimum moisture content of the fill soils ranged from 103.0 pound per cubic-foot (pcf) to 132.5 pet and eight (8.0) percent to 19.0 percent, respectively. · Tracts 24187-1 and 24187-2, Sunny Meadows Drive and the as-built area north of Sunny Meadows Drive, have been graded to rough grade elevations. Future grading involving minor amounts of cut and fill to the precise grade will be observed and tested. Separate compaction reports will be prepared for each tract after the completion of finish grade. · Fill slopes have been graded at 2:1 (H:V) or flatter, and are considered to be grossly stable under static as well as anticipated seismic loading conditions. · Cut slopes were graded at 2:1 (H:V) or flatter and are anticipated to be grossly stable against static as well as anticipated dynamic loading since the bedrock materials are generally massive in nature and no continuous adverse geologic structures are present. Some surficial erosion may occur prior to the establishment of vegetation, particularly where there are sands with little or no cohesion. · Evidence of active or potentially active faulting was not observed during grading of the site. · Single-family residential structures may be supported on continuous and/or isolated spread footings. @ Converse Consultants CCIENTlOFFICE\JOBFILE\2000\81\OO-126\00-126-50.rgr' V\ I I I I I I I I I I I I I I I I I I I 00.81-126-50 June 15, 2000 Page 11 9.0 FURTHER TRACT DEVELOPMENT CONSIDERATIONS Tract 24187-3 were mass graded to interim grade. At the time of this report preparation, a rough grading plan for this area has not been approved by the city of Temecula. Fill soils placed in the Balance site area east of Sunny Meadows Drive was completed in general accordance with project recommendations including canyon clean, observation and compaction prior to fill placement and observation and field density testing during fill placement. Earthwork associated with additional grading of these tracts should be performed under the observation and testing by Converse. Tract specific design and construction recommendation reports will be prepared at the completion of rough grading. Representative samples of native and fill soils from the cut and fill lots were retrieved for additional laboratory testing. Laboratory testing included classification, direct shear, consolidation, expansion potential, pH, chloride, sulfate, minimum resistivity, and R-value tests. The purpose of the laboratory testing was to determine relevant engineering parameters of the native and fill soils within each tract. Results of the laboratory tests and detailed design and construction recommendations for various facilities including; footing foundations, slabs-on-grade, retaining walls, in-tract street subgrade, pavements, concrete sidewalks, walkways, curb and gutter will be presented in specific design and construction recommendation report. Buildings clearance from ascending slopes, footing set back from descending slopes, pool setback and foundation elevations should meet the requirements of Section 1806.4, Footings on or Adjacent to Slopes, of the UBC (1997). Adequate positive drainage should be provided away from structures and toe of slopes to prevent ponding and to reduce percolation of water into subgrade soils. Drainage away from building pads should meet the requirements of Section 3315, Drainage and Terracing, of the UBC (1997). Planters and landscaped areas adjacent to the building perimeters, if any, should be designed to minimize water ponding and percolation into the subgrade soils. Planters adjacent to foundations should have a drainage system to conduct water to a collection point for disposal. Slopes should be provided with adequate erosion control measures as soon as possible. Erosion control may include planting the slopes with appropriate drought-resistant vegetation as recommended by a landscaped architect. Landscaping should disturb the soils as little as possible. Care should be exercised to prevent loose fills from being placed on slopes during construction and landscaping. Slopes should not be over-irrigated, as this can soften the near surface soil resulting in surficial slope failures. @ Converse Consultants CCIENTlOFFICEIJOBFILE\2000\81 \00-126100-126-50.rgr- \8 I I I I I I I I I I I I I I I I I I I 00.81.126.50 June 15, 2000 Page 1 2 Rodents burrowing, small concentration of uncontrolled surface/subsurface water, or localized depression of utility trench backfill on slopes should be controlled andlor repaired as soon as possible. Most hillside residential lot problems are associated with water. Homeowners should be aware that altering drainage patterns, landscaping and the addition of patios, planters and other improvements, broken pipe, as well as irrigation and variations in seasonal rainfall all affects moisture conditions of the subgrade soils. Excessive landscape irrigation may significantly increase the subgrade soil moisture conditions resulting in localized ponding and saturation of the subsurface soils. Percolating water may even flow from upper-grade lots to adjacent lower-grade lots. Excessive soil moisture affects performance of building and other structures, slopes, pavements as well as landscaping. Homeowners should consult a professional landscape architect for planting and irrigation recommendations. Local drainage collection and transporting devices such as subdrains may be required if waterlogging conditions develop in the future. Modifications to the graded pad areas should not be attempted without the approval of a qualified soils engineer andlor geologist. 10.0 LIMITATIONS The findings, conclusions, recommendations and opinions contained in this report were prepared in accordance with generally accepted professional engineering and engineering geologic principles and practice in effect at this time in Southern California. Our conclusions and recommendations are based on field observation, field and laboratory testing performed in accordance with applicable industry standards, data analysis/interpretation and our experience. We make no other warranty, either expressed or implied. Our field density testing to evaluate fill compaction was performed at random and discrete locations; and at various time intervals during the fill placement operations. Our test results are considered to be representative of the locations and material tested within the compacted fill. Some variations in the densities and moisture of the compacted fills at other locations should be expected. This report presents opinion formed as a result of our observation of fill placement. We have relied on the contractor to continue applying the recommended compaction effort and moisture to the fill to meet the project specifications. Tests were performed on compacted fill in accordance with ASTM Standards to calibrate our observer's judgment, and to provide data on the overall compactive effort. Elevations and locations used in this report were based on data provided by others. @ Converse Consultants CCIENTIOFFICEIJOBFILEI2000181100-126100-126-50.rgr' V\ I I I I I I I I I I I I I I I I I I I 00-81.126-50 June 15. 2000 Page 1 3 Although the rough graded lots are considered suitable for construction at the time of completion, natural weathering and degradation of the near-surface soils may occur with time. It has been our experience that significant deterioration of surficial soils, in particular growth of vegetation and erosion, may occur if a significant period of time elapses before construction. We recommend that the conditions of impacted lots, if any, be reevaluated by Converse prior to construction. Additional earthwork associated with the grading of Tracts 24187-1 and 24187-2 should be performed under the observation and testing of Converse. @ Converse Consultants CCIENT\OFFICEIJOBFILEI2000181 100.126100.126-50.rgr. 7-0 I I I I I I I I I I I I I I I I I I I 00.81-126-50 June 15, 2000 Page 1 4 REFERENCES ANNUAL BOOK OF ASTM STANDARDS (1995), Vol. 04.08, Soil and Rock; Dimension Stone; Geosynthetics. CONVERSE CONSULTANTS (1999), Geotechnical Investigation Report, Tracts 24136, 24187, 24188, 25417 and 25418, Paseo Del Sol Master Planned Community, City of Temecula, California, dated May 6, 1999, prepared by Converse for Newland Associates, Converse Project No. 99-81-112-50. CONVERSE CONSULTANTS INLAND EMPIRE (1996), Preliminary Geotechnical Investigation, Eastern and Southwestern Portion of "The Meadows, Approximately 800- Acre Site", Temecula, California, dated April 26, 1996, Converse Project No. 96-81- 420-01. CONVERSE CONSULTANTS INLAND EMPIRE (1991), Interim Compaction Report, Portions of Tracts 24186 and 24187, Paloma Del Sol Development, Temecula, California, dated June 10, 1991, prepared for Mesa Homes, Converse Project No. 88-871-148-02. CONVERSE CONSULTANTS INLAND EMPIRE (1988a), "Liquefaction Investigation, The Meadows at Rancho California APN Nos. 926-13-9, -10, -12, -13, and -14, Rancho California, California ", Dated December 9, 1988, prepared for Rancho California Development Company, .Converse Project No. 88-81-148-02. CONVERSE CONSULTANTS INLAND EMPIRE (1989), "Geotechnical Investigation, Eastern Portion of the Meadows, Rancho California, California," dated January 6, 1989, prepared for the Rancho California Development Company, Converse Project No. 88-81- 155-01. INTERNA TIONAL CONFERENCE OF BUILDING OFFICIALS (1997), Uniform Building Code rUBCI. KENNEDY, M.P. (1997), "Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California", CDMG Special Report 131. STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (1994), Building News, Inc., Los Angeles, California. WARING, G. A., 1919; "Groundwater in the San Jacinto and Temecula Basins, California," USGS Water Supply Paper 429. @ Converse Consultants CCIENTIOFFICEIJOBFILEI2000181100-126100-126-50.rgr 'Z), I I 1 1 1 1 1 I 1 1 I 1 I 1 1 I 1 1 ,I APPENDIX A SUMMARY OF FIELD DENSITY TEST RESULTS 1# 1 I 1 I 1 I I I 1 I I 1 1 1 1 1 1 1 1 00-81-126-50 June 15,2000 PageA-1 'TABLE NO. A-1 . ..... ... li'ieldDensitv Test Results . , ". Location " Test. Test . Approx~ Approx, All Dry Density Moist Compaction, Remarks Tract No. TestElev. Below Test $011 Type No. Date Lot Number (ft) (ft) (pcn Content ",.) (%) (90". Req. unless noted) " Rough Grading 1 02/02/00 23 24187.' 1175 2 112.5 9.9 3 91 2 G2/02/DO 23 24187-' 1177 4 113.5 10.0 3 92 3 02/02/DO 22 24187-' 1172 2 112.9 11.1 3 91 4 02/02/00 Dodaro Dr., (FR Of 23) 24187.' 1174 4 120.1 10.5 1 92 5 02/02/00 23 24187-1 1179 6 115.6 13.0 1 a9 Failed, See RT #5A 5A 02/02100 23 24187-' 1179 6 116.9 10.7 1 a7 AT of #5 6 02/02/CO 23 24187-' 1180 8 112.8 12.4 1 90 Failed, See RT #6A 6A 02/02/00 23 24187.1 1180 8 116.5 11.8 1 90 RT of #6 7 G2/02/DO 21 24187-' 1180 2 116.4 8.5 1 90 a G2102/DO 22 24187-' 1181 a 116.8 9.6 1 90 9 02/02/00 25 24187-1 1180 2 116.4 10.8 1 90 10 02/02tOO 26 24187-1 '182 4 118.2 10.3 1 91 11 02/02/00 Dodaro Dr., (FR of 25) 24187-1 1182 12 116.9 10.9 1 90 12 02/02/00 Dodaro Dr., (FA of 25) 24187-1 1183 12 117.6 10.4 1 90 13 02/02/00 2a 24187-1 1185 2 117.6 10.3 1 90 14 02/02/00 29 24187-1 1186 3 119.0 9.8 1 92 15 02/02/00 43 24187-1 1187 4 118.8 9.3 1 91 1. 02/02/00 43 24187-1 1189 6 118.8 11.6 1 91 17 02/02/00 24 24187-1 1185 13 118.8 11.1 1 91 la 02/02/00 23 24187-1 1187 14 117.8 9.4 1 91 19 02/03/00 24 24187-1 1185 12 119.7 9.0 1 92 20 02f03/00 24 24187-1 1187 14 120.7 10.2 1 93 21 02/03/00 26 24187-1 1188 6 120.1 B.B 1 92 22 02/03/00 27 24187-1 1191 11 118.1 8.7 1 91 23 02/03/00 Angelo Dr., (FR of 29) 24187-1 1188 5 122.6 10.0 2 93 24 02/03/00 Angelo Dr., (FR of 29) 24187-1 1190 7 119.0 9.2 1 92 25 02/03/00 Angelo Dr., (FA of 44) 24187-1 1188 8 117.8 8.3 1 91 Failed, See RT #25A 95% Aeq. 25A 02/03/00 Angelo Or., (FR of 44) 24187-1 1188 B 120.9 9.4 RT of #25 26 02/03/00 Angelo Or., (FR of 27) 24187-1 1190 10 117.9 9.1 1 91 27 02/03/00 22 24187-1 1189 16 119.9 9.8 1 92 2a 02/03/00 22 24187-1 1191 la 120.6 10.1 2 91 29 02/03/00 Dodaro Dr.. (FA of 25) 24187-1 1190 12 120.0 a.9 1 92 30 02/03/00 21 24187.1 1192 14 120.2 9.3 1 92 ConverseConsuttanlS CCIENnOFFICE\JOBFI LE\2000\81 lOO-126100-126-5.rgr ,?-'? I 1 I I I I I I I I I I I 1 I 1 I I I 00-81.126-50 June 15,2000 PageA-2 . .' TABLE NO. A-1 .' . . .., . Field Density Test Results ',C. Location ., . ,.I, ............ . Test Test Approx, Approx. Fill Dry Density Moist. Compaction . Remarks Tract No. ' TestEJev. Below Test Content (%1 5OlfT"ype No. Date LotNumber (ft) (ftl (pef) (%1 (90~ Req. unless noted) . . . 31 02/03/00 Slope Behind 19 24187.' 1160 2 112.0 9.6 3 90 Failed, See RT #31A 95% ReQ. 31A 02/03/00 Slope Behind 19 24187-1 1160 2 123.1 9.4 1 95 RT of #31 32 02/03/00 Slope Behind 19 24187-' 1162 4 118.4 8.9 3 95 95% ReQ. for Test Nos. 32-34 33 02103/00 Slope Behind 19 24187-1 1163 5 122.8 10.7 1 95 34 02/03/00 18 24187-' 1164 6 122.9 9.9 1 95 35 02f04/CO 20 24187-' 1172 11 120.3 9.2 1 93 36 OZ/04fOO 20 24187-1 '174 13 118.3 10.9 1 91 37 02/04/00 19 24187-1 1176 13 117.3 10.4 1 90 38 Q2f04/00 19 24187-1 1178 15 121.7 8.9 2 92 39 02/04/00 20 24187-1 1'80 4 117.8 11.1 1 91 40 02/04/00 20 24187.1 1182 6 118.0 11.5 1 91 41 02/04/00 27 24187.1 1194 14 117.8 11.8 1 91 42 02/04/00 28 24187-1 1194 14 116.2 7.0 1 89 Failed, See RT #42A 42A 02/04/00 28 24187.1 1194 14 120.3 8.7 1 93 RT of #42 43 02/04/00 19 24187-1 1180 10 117.8 10.9 1 91 44 02/04/00 Dodaro Dr.. (FR of 191 24187-1 1182 12 118.8 9.' 1 91 '5 02/04/00 20 24187.1 1184 21 119.1 10.9 t 92 4' 02104/00 20 24187-1 1186 10 118.6 10.7 1 91 47 02/04/00 32 24187-1 1194 2 119.4 8.9 1 92 48 02/04/00 33 24187.1 1194 2 118.8 9.3 1 91 49 02/07/00 Dodaro Dr., (FR of 671 24187.1 1169 2 124.2 9.4 1 95 95% Req. for Test Nos. 49-54 50 02/07/00 67 24187-1 1171 4 124.7 10.1 1 96 51 02/07/00 " 24187.1 1173 9 122.4 10.1 1 9' Failed, See RT #51A 51A 02107/00 " 24187.1 1173 9 123.7 9.' t 95 RT of #51 52 02/07/00 15 24187-1 1175 12 123.5 10.6 1 95 53 02/07/00 16 24187-1 1177 17 123.5 9.4 1 95 5. 02/07/CO 17 24187-1 1179 19 124.8 9.1 1 96 55 02/07/00 Dodaro Dr.. (FR of 17) 24187.1 1181 3 121.9 8.9 2 92 " 02/07/00 Dodaro Dr.. {FR of 18~ 24187.1 1183 5 118.4 9.2 1 91 57 02/07/00 68 24187-1 1185 13 118.4 10.2 1 91 58 02/07/00 68 24187-1 1187 15 119.3 12.4 2 90 59 02/07/00 Dodaro Of., (FR of 151 24187.1 1189 11 120.8 10.0 2 92 60 02/07/00 Dodaro Dr., (FR of 161 24187.1 1191 13 121.3 9.4 2 92 61 02/08/00 68 24187-1 1189 5 119.4 11.3 1 92 Converse ConsultanlS CCIENT\OFFICE\JOBFILE\2000\81100-126\OO-126-5.rgr V\ I 1 1 1 1 I I 1 1 I I 1 1 1 I 1 I I 1 00..81.126-50 June 15,2000 PageA.3 ,> , > 'TABLE NOiA-1 '>>t;;, 't,. , ,,', ;<'ci'i""i " ;'\,;n,' Field Densitv Test Results " , ;, Location '" <^"f I>> ",", ' . Test " Approx. ' ApprOJ(.FlII Test , Tract No. Test Elev. Below Test Dry Density Moist ';,.Compactlon Remarks No. Date LotNumber 1ft) 1ft) (pet) Content (%) ...'.i,i.i., I (%) {90% Req. unless noted} ".' 62 02108/00 67 24187-' 1191 7 118.7 9.5 1 9' 63 02(08/00 15 24187.1 1193 24 1'9.3 10.4 , 92 64 02/08/00 16 24187-1 1195 26 119".0 " 1 92 65 02/08fOO 60 24187-' 1192 2 119.1 10.2 1 92 66 02/08(00 61 24187.' 1194 4 118.6 11.8 1 9' 67 02/08/00 62 24187-' 1186 6 119.5 9.8 1 92 68 02f08/00 63 24187-' 1188 8 113.9 '3 , 88 Failed, See RT N6SA 68A 02/0afoo 63 24187-' 1'88 8 118.7 11.9 , 91 RT of #68 69 02/08/00 Dodaro Or., (FR 01691 24187-' 1174 2 123.4 10.3 1 95 95% Req. for Test Nos. 69-74 70 02/08/00 70 24187-' 1176 4 123.4 9.8 1 95 71 02tOS/CO 72 24187.' 1176 2 124.7 9,9 , 98 72 02/08/00 72 24187.1 1178 4 123.2 10.8 1 95 73 02/08/00 Slope next to 13 24187-1 1180 9 123.3 9.6 , 95 74 02108/00 Via Campo next to 13 24187-1 1182 11 123.6 10.9 1 95 75 02/08foo Dodaro Or" (FR of 131 24187-1 1184 '0 119.5 11.1 1 92 76 02/08/00 Dodaro Dr., {FR of 71) 24187.1 1186 12 120.1 9.7 2 91 77 02/08fDO 70 24187-1 1188 " 117.5 10.9 , 90 78 02/08foo 71 24187-1 1190 '4 119.6 9.8 1 92 79 02/09/00 69 24187.1 1192 16 124.6 9.' 2 94 80 02109/00 70 24187-1 1194 18 120.8 10.1 2 92 8' 02109/00 71 24187-1 1192 17 118.0 10.4 1 9' 82 02/09/00 71 24187-1 1194 '9 121.9 9.3 2 92 83 02/09/00 59 24187.1 1196 18 117.8 10.8 1 91 84 02/09/00 60 24187-1 1198 18 122.7 11.0 2 93 85 02109/00 13 24187.1 1173 2 123.2 11.4 , 95 95% Req. tarTest Nos. 85-92 86 02/09/00 '3 24187-1 1175 4 121.4 10.4 1 93 Failed, See RT ,86A 86A 02/09/00 13 24187-1 1175 4 124 10.9 , 95 RT of '86 87 02/09/00 12 24187.1 1179 2 123.6 9.5 , 95 88 02/09/00 12 24187-1 1177 4 125.0 9,2 2 95 89 02/09/00 Dodaro Or.. (FR of 111 24187.1 1179 6 124.4 9.0 1 96 90 02/09/00 72 24187.1 1182 8 123.2 10.4 , 95 91 02/09/00 " 24187.1 1184 11 123.8 10.9 , 9S 92 02/09/00 11 24187-1 1186 '3 123.7 10.2 , 95 93 02/09/00 12 24187-1 1188 15 121.2 9.9 2 92 94 02/09/00 Dodaro Or., (FA of 72) 24187.1 1188 15 122.0 1t.0 2 92 95 02/10/00 '0 24187.1 1190 16 117.8 10.7 , 91 Converse Consultants CCIENl\OFFICElJOBFILE\2000\81\OO-126\OO-126-5.rgr z.-t 1 1 I 1 1 I I I 1 I I 1 1 1 1 1 1 I I 00081.126-50 June 15,2000 PageA-4 ". " . ",TABLE NO. A-1 . , . .. .... . .. "Fi~ld Oensilv Test Results .,....... ." .' >- Location -.-;G :0) I ),',;"';d>C':.<:C'<" Approx. AP'prox'FiII , Tesl Test.;;;" -:'. CC ........... DtyDensity Moist. Compaction; Remarks nael No. Test Ehtv. Below Test Soli Type No. Data (pcf) Content (%) '(%) (90-/. Req. unless noted) . tot Number 1"1 1ft) , . 95 02/10/00 10 24187-' 1190 " 117.8 10.7 1 91 9' Ol/lOtOO Dodaro Dr., (FA of 721 24187-' 1192 18 118.9 11.6 1 91 97 Q2f1010Q 13 24187-' 1190 19 120.1 8.5 1 92 98 02110100 Dodaro Or., (FR of 13) 24187.1 1192 20 119.8 9.4 1 92 99 0211 0/00 Dodaro Dr., (FR of 10) 24187-' 1194 20 120.1 9.7 1 92 100 02/1 0100 Dodaro Dr., (FR of 11) 24187-' 1196 22 119.2 9.1 1 92 101 02/02/00 Slope next to 24 24187-' 1174 2 116.6 9.' 1 90 102 02/02/00 Slope behind 28 24187-1 1179 2 119.1 10.6 1 92 103 02/02/00 Slope next to 25 24187-1 1177 3 117.3 10.5 1 90 10' 02/02/00 Slope behind 28 24187-1 1181 5 116.5 8.6 1 90 105 02/02/00 Slope next to 24 24187-1 1176 . 116.4 9.9 1 90 106 02/02/00 23 24187-1 1189 16 117.7 10.9 1 91 107 02/02/00 25 24187.1 1185 6 116.8 10.2 1 90 108 02/02/00 26 24187-1 1190 6 116.4 11.5 1 90 109 02/03/00 Slope next to 24 24187.1 1179 7 118.4 9.3 1 91 110 02/03/00 Slope next to 25 24187-1 1182 8 116.5 9.7 1 9D 111 02/03/00 Slope behind 28 24187.1 1184 10 115.7 8.8 3 93 112 02/03/00 Slope next to 24 24187-1 1184 12 116.4 9.1 1 90 113 02/03/00 Slape behind 27 24187-1 1190 " 116.8 9.6 1 90 11. 02/03/00 Slope next to 24 24187-1 1187 15 117.2 8.5 1 90 Failed, See RT #115A 115 02/03/00 19 24187.1 1169 10 112.5 11.1 3 91 95% Aeq. far Test Nos. 69.74 115A 02/03/00 19 24187-1 1169 10 119.0 10.7 3 96 RT of #115 116 02/03/00 19 24187-1 1172 12 110.6 11.5 3 89 Failed, See RT #116A 116A 02/03/00 19 24187-1 1172 12 114.3 10.3 3 92 Failed, See AT #1168 116B 02/D3/00 19 24187.1 1172 12 117.8 10.5 3 95 Failed, See RT of #116A 117 02/07/00 31 24187-1 1194 '.0 108.5 12.7 1 83 Failed, See RT #117 A 117A 02/07/00 31 24187-1 1194 '.0 110.4 13.5 1 95 RT of #117 119 02/07/00 33 24187-1 1196 '.0 116.4 12.0 1 90 118A 02/07/00 33 24187.1 1196 '.0 116.7 12.5 1 90 119 02/07/00 39 24187-1 1190 28.0 111.4 10.9 3 90 12D 02/07/00 38 24187-1 1193 2.0 110.2 13.9 5 86 Failed, See AT #120A 120A 02/09/00 38 24187-1 1193 2.0 114.7 11.4 5 90 RT of #120 121 02/08/00 Dodaro Dr., (Next to 26) 24187-1 1178 2.0 105.9 9.8 3 85 Failed, See RT 1121 A 121A 02/0S/00 Dodaro Dr., (Next to 26) 24187-1 1178 2.D 111.0 11.4 3 90 RT of "121 Convel1;eConsultants CCIENT\OFFICEIJOBFILE\2000\81\OO.126\OO-126-5.rgr 7H 1 1 1 1 1 I 1 I 1 I 1 1 I 1 1 I I I 1 00-81-126-50 June 15,2000 PageA-5 , ' TABLE NO.A-1 "" "," , , , , :> Field Density Test Results ',' ,', , .' -'Location " ,~ " Test Test I. TractNo. App~ Approx. FiJI Dry Densit: MolsL Compaction Remarks Test Elev. Below Test Soli Type No, Date _ Lot Number (ftJ (ft) (pel) Content (%1 (%) (90%' Req. unless noted) 122 02/08/00 Dodaro Or., (Next to 261 24187-' 1179 4,0 112.2 11.5 3 91 123 02/08/00 Dodaro Dr., (FR of 201 24187-' 1182 M 1'6.7 11.7 1 90 124 02108/00 Dodaro Dr., (FR of 20) 24187-' 1180 8,0 118.3 11.3 1 91 125 02108/00 Dodaro Dr., (FR of 26) 24187-' 1184 M 120.6 10.6 1 93 126 02/08/00 22 24187-1 1187 21.0 115.9 10.5 3 93 127 02/08/00 23 24187-' 1187 22.0 115.8 9,1 3 93 128 OltOS/OO 18 24187-' 1190 30 115.5 9,9 4 90 129 02/09/00 19 24187-1 1189 29 115.9 7,5 4 90 130 OlIOS/DO 20 24187-' 1188 26 115.6 n 4 90 131 02/09100 Dodaro Or., lFR of 191 24187.1 1180 5 111.2 6,0 4 86 Failed, See RT #131 A 131A 02/09/00 Dodaro Dr., (FR of 19) 24187-1 1180 5 115.4 11.3 4 90 RTof #131 132 02/09100 Dodaro Or., {FR of 191 24187-1 1185 10 110.7 13.3 4 86 Failed, See RT #132A 132A 02/09/00 Dodaro Or., !FR of 19) 24187-1 1185 10 117.5 11.0 4 91 RTof#132 133 02/09/00 45 24187.1 1182 2 119.4 9,8 4 93 134 02/09/00 24 24187-1 1187 24 116.5 10.7 4 90 135 02/09/00 17 24187-1 1177 17 116.1 8,9 4 90 136 02/09/00 44 24187-1 1182 2 118.4 8,6 4 92 137 02/10100 45 24187-1 1184 4 117.5 9,5 4 91 138 02/10/00 23 24187.1 1189 16 115.8 10.9 4 90 139 02/1 0/00 21 24187.1 1190 12 116.7 10.1 4 91 140 02/10/00 44 24187.1 1186 6 115.4 8,8 4 90 141 02/1 OIOD 45 24187.1 1188 8 115.7 11.5 4 90 142 02110/00 44 24187.1 1189 9 116.5 8,9 4 90 143 02/10/00 24 24187-1 '189 16 116.8 9,5 4 91 144 02/10/00 22 24187.1 1189 14 115.5 9,9 4 90 145 02110/00 20 24187.1 1191 26 115.4 11.0 4 90 148 02/10/00 18 24187-1 1192 32 119.2 10.4 4 92 147 02110/00 17 24187.1 1191 31 116.4 10.1 4 90 148 02/10/00 19 24187-1 1191 28 117.1 10.5 4 91 149 02/10/00 30 24187.1 1193 3 118.6 11.3 4 92 150 0211 0/00 41 24187.1 1191 2 116.0 10.5 4 90 151 02111/00 45 24187.1 1190 10 116.7 10.1 1 90 152 02/11/00 44 24187-1 1190 10 115.4 10.9 4 90 153 02/11/00 39 24187-1 1192 2 116.5 10.6 1 90 154 02/11100 43 24187-1 1191 8 117.7 9,6 1 91 Converse Consultants CCIENnOFFICElJ06FILE\2000\81\OO_126\OQ.126-5.rgr 2.01 I 1 1 I I 1 1 I 1 I I I 1 I I I I I 1 00-81-126-50 June 15,2000 PageA-6 TABLE NO. A-1 . . Field Densitv Test Results '. .< :,. .../ ....... .. . Location .. I.... ..' . . '. Test Test ..' .. Approx. Approx~RIl Dry DensIty Moist. Compaction Remarks Tract No. TestElev. Below Test Soli Type No. Date Lot Number (ft) (ft) (pel) Content (%) (Y.) (90'1. Req. unless noted) 155 02111100 40 24187-1 1192 3 116.3 10.0 9 90 156 02/11/00 40 24187-' 1194 4 126.0 11.1 1 97 Sand Cone 157 02/11/00 44 24187-' 1192 12 115.5 6.4 1 89 failed, See RT #157A Sand Cone 157A 02/11/00 44 24187-1 1192 12 122.0 10.6 1 94 RT of #157, Sand Cone 158 02f'1/00 38 24187-' 1194 2 116.5 11.1 1 90 159 02/11/00 45 24187-' 1193 13 118.0 10.2 1 91 160 02/11'00 42 24187-' 1194 4 116.5 10.5 1 90 161 02/11/00 40 24187.1 1195 5 116.8 12.2 1 90 162 02/11100 38 24187-1 1198 6 118.3 9.0 1 91 163 02/11100 46 24187.' '193 BTM 112.2 12.3 1 86 Failed, See RT #163A Sand Cone 163A 02/11100 46 24187-' 1193 BTM 120.5 11.7 1 93 AT of #163, Sand Cone 164 02/1HOO 4B 24187-1 1194 2 119.0 9.1 1 92 165 02/11/00 49 24187-1 1195 2 118.1 10.5 1 91 166 02/11/00 48 24187-1 1196 4 116.8 10.6 1 90 Sand Cone 167 02111/00 Tara St., (FR of 48j 24187.1 NfA 4 117.3 10.0 1 90 Sand Cone 168 02/15/00 Tara St., (next to 661 24187.1 1183 2 114.6 10.4 5 90 169 02115/00 66 24187-1 1184 2 117.3 9.3 5 92 170 02/15/00 66 24187-1 1178 4 115.2 9.9 5 90 171 02/15/00 Tara St., (next to 65) 24187.1 1186 4 114.1 11.5 3 92 172 02(15/00 65 24187.1 1185 6 115.3 11.0 3 93 173 02/15/00 66 24187.1 1186 8 116.6 10.1 5 91 174 02/15/00 65 24187-1 1192 10 116.8 11.2 5 91 175 02/15/00 Tara St., {next to 661 24187-1 1188 7 113.5 11.5 3 92 176 02/15/00 67 24187.1 1193 B 112.3 11.4 3 91 177 02/15/00 65 24187.1 1195 16 114.8 10.6 5 90 178 02/15/00 66 24187-1 1192 12 109.1 13.3 5 85 Failed, See AT #178A 178A 02/15/00 66 24187.1 1192 12 116.2 11.0 5 91 AT of #178 179 02/15/00 Tara St., {next to 651 24187.1 1194 14 115.3 11.3 5 90 180 02/15/00 66 24187-1 1194 14 114.6 9.3 3 92 181 02/16/00 47 24187-1 1193 5G 114.5 10.0 6 92 182 02/16/00 50 24187.1 1195 5G 113.4 13.0 6 91 183 02/17100 87 24187-1 1191 5G 116.9 11.3 4 91 184 02117(00 85 24187-1 1178 5G 123.8 10,0 4 96 95% ReQ. 185 02118/00 8 24187-1 1195 SG 120.4 8.1 4 93 Converse Consultants CCIENT\QFFICE\JOBFILE\2000\81\OO-126\OO-126-5.rgr T)i> I 1 1 I I 1 I 1 I I I 1 1 I I 1 I I 1 00-81-126-50 June 15,2000 PageA-7 TABLE NO. A.1 < . Field Densitv Test Results Location ..... 'Approx. .. .. Test Test Approx. Fill Dry Densit) Moist Compaction Remarks Tract No. TestElev. Below Test Soil Type No. Date Lot Number (ft) 1ft) (pcf) Content (%) (%) (90'-_ Req. unless noted) . ... laO 02/18/00 a 24187-' 1198 SG '19.3 9.0 4 93 197 02118/00 54 24187-' 1200 SG 117.7 a.7 1 91 la8 03/02/00 70 24187-' 1185 SG 120.8 10.9 a 97 95% AeQ. 189 03/02/00 68 24187-1 1187 SG 117.9 10.5 6 95 190 03/0l1DO 83 24187.' 1183 SG 117.6 11.3 a 95 191 03/02/00 al 24187-' 1185 SG t 17.9 10.9 6 95 192 03/0l1DO 70 24187-1 1185 SG 119.3 12.0 6 96 193 03/07/DO 67 24187-' 1190 SG 117.4 7.6 3 95 194 03f07/00 62 24187-' 1200 SG 118.0 6.9 3 95 195 03/07/00 Chico Ct., (FR of 60) 24187-' 1199 SG 117.7 8.8 3 95 196 03/13/00 46 24187-1 1195 2 119.0 12.8 6 96 197 03/13/00 48 24187-' 1196 2 110.3 13.5 6 89 Failed, See RT #197A 197A 03/13/00 48 24187-1 1196 2 117.7 12.0 6 90 RT of #197 198 03/13(00 47 24187.1 1195 2 110.8 13.9 6 89 Failed, See RT 11198 198A 03/13fOO 47 24187-1 1195 3 120.4 12.5 6 96 RT of #198A 199 03f13(OO 49 24187-1 1198 2 119.1 14.0 6 97 200 03/13fOO 3 24187-1 1201 4 117.8 12.4 6 95 201 02/10fOO Dodaro Dr., (next to 73) 24187-1 1194 ,. 117.9 11.0 1 91 202 02/10/00 73 24187-1 1196 15 117.8 10.2 1 91 203 02/10/00 Dodaro Dr., {next to 721 24187-1 1193 19 121.2 10.3 2 92 204 02/10tDO 72 24187-1 1195 21 121.8 9.6 2 92 205 02/10fDO 70 24187-1 1193 18 118.8 10_1 1 91 206 02/10(00 70 24187-1 1195 20 118.7 11.4 1 91 207 02/11fOO 75 24187-1 1182 2 124.1 9.4 1 95 95% Req. for Test Nos. 207-216 208 02fl1100 78 24187.1 1184 4 123.5 10.3 1 95 209 02fll/00 76 24187-1 1186 5 124.6 9.2 1 96 210 02{11/00 Rosado Ct., (FR of 841 24187-1 1188 7 123.4 10.1 1 95 211 02111/00 85 24187.1 1178 2 123.1 10.8 1 95 212 02/11/00 Rosado Ct.. (FR of 75) 24187-1 1180 4 123.6 9.6 1 95 213 02/11/00 74 24187-1 1182 2 123.5 9.7 1 96 214 02/11/00 7. 24187-1 1184 4 123.8 9.7 1 96 215 02111/00 Rosado Ct., (FR of 74) 24187-1 1186 6 123.3 10.8 1 95 216 02/11/00 75 24187-1 1188 8 122.3 12.-1 1 94 Failed, See AT #216A 216A 02t11/00 75 24187-1 1188 8 124.1 9.5 1 95 RTof#216 217 02111/00 59 24187-1 1196 7 119.6 9.6 1 92 ConllerseConsullanls CCIENnQFFICEUOBFILE\2000\81\QO-126\OO-126-S.rgr -z.. ~ 1 I 1 1 I 1 1 I 1 I I 1 1 I I 1 I I I 00-81-126-50 June 15, 2000 PageA-S TABLE NO. A-1 . .. . Field Densitv Test Results .. .. ... Location Test Test 'Appr?L Approx. Fill Cry Density Moist Compactlon Remarks Tract No. TestElev. Below Test Soli Type No. Oa.. (pel) Contant (-I.) (%) (90% Req. unless noted) Lot Number Iftl {ftl . 21a 02/11/00 60 24187-1 1198 9 120.1 10.4 2 91 219 02/11/00 61 24187-1 1196 6 119.5 9.3 1 92 220 02/11/00 62 24187.' 1198 a 119.6 10.6 1 92 221 02/t5tOO 77 24187.' 1190 10 127.6 9.4 2 97 95% Aeq. for Test Nos. 221.224 222 02{15/00 77 24187.' 1192 12 124.3 11.2 1 96 223 02(15/00 Rosado Ct., {FR of 831 24187-1 1190 5 124.6 10.4 1 96 224 02115/00 Rosado Ct., !FA of 77) 24187-1 1192 7 124.7 9.7 1 96 225 02/15/00 76 24187-' 1194 14 117.0 10.6 5 91 226 02/15/00 77 24187.' 1196 I. 116.a 10.7 5 91 227 02/15/00 75 24187-' 1194 14 118.9 a.9 5 93 22a OZ/15fOO 75 24187-' 1196 16 117.6 9.3 5 92 229 02115/00 12 24187-' 1193 2 116.7 10.8 5 91 230 02f15/00 Slope behind 12 24187-1 1195 4 118.4 a.5 5 93 231 02/15/00 11 24187-1 1197 2 121.5 10.8 2 92 232 02/15/00 to 24187-1 1199 4 121.3 10.3 2 92 233 02/15/00 12 24187-1 1201 10 116.2 10.7 5 91 234 02/15/00 11 24187-1 1203 13 118.5 10.4 5 93 235 02/17/00 10 24187-1 1177 2 125.2 10.0 2 95 95% Req. for Test Nos. 235-242 23. 02/17/00 9 24187.1 1179 4 125.5 a.9 2 95 237 02/17/00 Dodaro Or., (FA of 91 24187-1 1181 6 122.3 9.1 5 96 236 02/17/00 Dodaro Or., (FR of 8) 24187-1 1183 6 121.3 a.6 5 95 239 02/17/00 Dodaro Dr.. (next to 73) 24187-1 1185 10 125.2 9.1 2 95 240 02/17/00 Dodaro Or., (FR of 10) 24187-1 1187 12 124.3 10.5 5 97 241 02/17/00 53 24167-1 1201 2 1220.0 10.7 2 91 242 02/17100 52 24187-1 1199 4 122.5 10.2 2 93 243 02/t8/00 9 24187-1 1189 11 121.9 11.6 1 94 244 02/18fOO Dodaro Dr., (FR of 9) 24187-1 1191 13 125.5 9.3 2 95 245 02118fOO 13 24187-1 1200 23 122.0 11.2 1 94 24a D2f18/00 12 24187-1 1202 25 122.3 10.3 2 93 247 02f18/00 Dodaro Dr., (next to 73) 24187-1 1193 15 117.7 9.6 1 91 24a 02/18/00 73 24187-1 1195 17 118.2 9.0 1 91 249 02/18/00 12 24187-1 1204 16 119.8 9.5 1 92 250 02/18/00 11 24187-1 1206 la 117.0 a.a 1 90 251 02/18/00 Dodaro Dr., (FA of 81 24187-1 1188 2 124.6 9.6 1 96 95% Aeq. for Test Nos. 251.252 252 02/18/00 7 24187-1 1190 4 124.0 10.8 1 95 ConV6f3eConsullanls CCI ENT\QFF1CE\JOBFllEl2000\81\OO-126\OO-126-5,rgr ~ 1 I I I I 1 I I 1 I 1 I 1 I I 1 I I I 00-81-126-50 June 15, 2000 PageA-g , TABLE NO. A-1 . ", ...... ... Field Density Test Results ..', , Location . I' Test Test Approx. Approx. FlII OryDensity Moist. compactlo~ Remarks Tract No. TastElay. Below Test SoU Type No. Date Lot Number (ft) (ft) (pet) Content W-J .,(%) (90'1. Req. unless noted) , , 253 02/18tOO Dodaro Dr., {fA of 7} 24187.' 1192 6 119.4 11.1 1 92 254 02/18/00 7 24187.' 1194 8 118.9 10.0 1 91 255 02/18/00 Dodaro Or., {next to 871 24187-' 1189 11 120.5 9A 2 91 256 02/tB/OO Rosado Ct., {FR of 731 24187-' 1191 13 120.0 8.9 2 91 257 02/ta/DO 87 24187-1 1193 16 119.3 9.8 1 92 258 02/ta/DO 85 24187-' '195 18 118.6 9.4 1 91 259 02/18100 85 24187-1 1178 2 123.6 10.9 1 95 95% ReQ for Test Nos. 259-262 260 02/1BfOO 85 24187-1 1180 4 122.6 11.1 5 96 261 02/18(00 85 24187.1 1182 6 123.7 10.6 1 95 252 02/18100 85 24187-1 1184 8 123.5 9.9 1 95 263 02118fOO 7 24187.1 1196 10 t 19.4 9.4 1 92 264 02118/00 Dodaro Dr., (FR of 71 24187.1 1198 12 118.7 8.9 1 91 265 02f23100 Dodaro Dr., (FR of 6) 24187-1 1194 2 114.1 9.0 1 88 Failed, See RT #265A 265A 02f23100 Dodaro Dr., (FR of 6) 24187-1 1194 2 118.0 9.3 1 91 RT of #265 266 02f23/00 87 24187-1 1196 4 117.9 10.9 1 91 267 02123/00 6 24187-1 1198 6 118.9 10.4 1 91 268 02123/00 Dodaro Or., (FR of 6) 24187-1 1200 8 118.6 10.2 1 91 269 02/23fOO 78 24187-1 1198 18 120.1 9.6 1 92 270 02/23fOO 78 24187-1 1200 20 118.8 10.1 1 91 271 02/25fOO 54 24187-1 1203 3 118.7 ..5 5 93 272 02/25/00 53 24187.1 1200 4 119.7 9.5 1 92 273 02125fOO 51 24187-1 1200 20 119.2 10.5 1 92 274 02125100 62 24187-1 1202 22 119.4 9.8 1 92 275 02/28100 Paisano Ct., (FR of 601 24187.1 1198 9 123.7 10.1 1 95 276 02128fOO 59 24187-1 1200 22 118.8 8.9 1 91 277 02f28100 76 24187.1 1202 17 116.7 10.9 5 91 278 02128{00 77 24187.1 1204 19 116.8 10.7 5 91 279 02f28fOO 59 24187.1 1202 24 119.0 9.7 1 92 280 02f28fOO 59 24187-1 1204 19 119.5 10.3 1 92 281 02f29fOO .5 24187.1 1186 10 120.9 11.4 5 95 95% Req. 282 02129/00 85 24187.1 1188 12 122.1 9.5 5 95 95% Req. 283 02/29100 87 24187-1 1190 13 122.2 11.3 5 95 95% Req. 284 02f29{00 86 24187-1 1192 15 116.1 11:3 5 91 285 02/29/00 Rosado Ct., (FR of 87) 24187.1 1194 18 121.0 9.8 1 93 286 02/29/00 Rosado Ct., (FR of 74) 24187-1 1196 20 119.2 10.4 1 92 ConverseConsullants CCIENnOFFICE\JOBFILE'.2000\81\OO-126\OO-126-S.rgr 21\ 1 I I I 1 I I I 1 I I I 1 I I I 1 I I 00-81-126_50 June 15,2000 PageA.10 . TABLE NO. A-1 ..,.'.' .. Field Densitv Test Results . .... . .. .. Location . .. Test Test Approx. Ap'prcix. Fill Dry Densfty Moist Compaction Remarks Tract No. Test Elev. Below Test Soil Type No. Date Lot Number (ft) (ft) (pel) Content r..{,) , (%) (90'Y. R&q. unless noted) .' 287 02129/00 B7 24187-1 1198 B 116.9 B.D 5 Bl 2BB 02/29/00 B7 24187-' 1200 B 116.5 10.6 5 Bl 2BB 02/29/00 B5 24187-' 1190 5 124.7 B.7 1 BB 95% Req. 290 02f29/00 B5 24187-' 1192 7 120.0 11.4 1 92 291 02/29/00 7' 24187-' 1194 " 119.4 10.3 5 93 292 02/29tOO 7. 24187-' 1196 lB 118.3 9.4 5 92 293 02/29100 73 24187-' 1198 lB 114.8 7.B 1 BB Failed, See AT #293A 293A. 02f29/00 73 24187-' 1198 lB 118.1 9.B 5 92 RT of #293 29. 02/29/00 7. 24187-' 1200 20 117.7 9.0 5 92 295 02129/00 B 24187-1 1202 2 120.1 9.3 1 92 296 02/29/00 Dodaro Dr., (FR of 6) 24187-' 1204 . 118.3 11.8 1 91 297 02/29/00 5 24187-' 1202 3 120.2 10.2 1 92 29B 02/29/00 Dodaro Dr., (FR of 51 24187-1 1204 5 118.6 B.5 5 93 299 02/29fOO 72 24187-1 1202 2. 120.0 10.4 1 92 300 02f29/00 59 24187-1 1204 2B 119.4 10.7 1 92 301 02116/00 51 24187-1 1190 2 114.3 12.3 3 92.1 302 02f16/00 51 24187-1 1191 5 115.7 9.3 3 93 303 02/16/00 50 24187-1 1191 . 111.3 9.5 3 90 304 02116/00 51 24187-1 1193 6 115.0 9.5 3 93 305 02/16/00 52 24187-1 1194 3 117.9 10.0 3 95 3DB 02f18/00 51 24187-1 1196 B 115.3 10.3 5 90 307 02/18fOO 37 24187-1 1196 6 118.8 12.2 5 93 3DB 02/18fOO 37 24187-1 1198 B 118.9 13.1 5 93 309 02118/00 51 24187-1 1199 9 119.0 12.3 5 93 310 02129100 66 24187-1 1194 " 119 7.2 5 93 311 02f29/00 67 24187-1 1195 13 117 B.9 5 91 312 02/29/00 B5 24187-1 1198 13 117.4 7.' 5 92 313 02/29/00 B2 24187-1 1198 6 lOB 11.8 3 B7 Failed, See RT #313A 313A 02/29fOO 62 24187-1 1198 B 111 11.6 3 90 RT at #313 31. 02/29/00 BB 24187.1 1196 lB 114.5 11.8 5 90 315 02f29/00 B3 24187.1 1199 2 116.4 9.5 5 91 31B 02/29/00 B' 24187-1 1200 lB 114.4 10.3 3 92 317 03/01fOO B2 24187-1 1202 3 120.6 B.l 2 91 31B 03101/00 63 24167-1 1201 3 114.2 12.5 3 B2 319 03/01100 B' 24187-1 1202 lB 115.5 12.0 5 90 Converse Consultants CC1ENT\QFFICE\JOBFI LE\2000\81\OO.126\OO.126-5.rgr "J:ih 1 I 1 1 1 1 I I 1 1 I I 1 I I 1 1 I II 00-81-126_50 June 15,2000 PageA-l1 . ... TABLE NO. A-1 /, c.' . / .. Field Densitv Test Results .... . .... .. ...... .. , Location . - . Test Ap"prox. Approx. Fill '>.... Test , TraCt No. TestESev. Below Test Dry Density MoIsL So'!l Type Compaction Remarks No. Date Lot Number 1ft) 1ft) {poq Content (%) (o/oi) (90'1. Req. unless noted) '. 320 03/0l/DO 61 24187-' 1203 12 115.9 8.2 5 91 321 03/01/00 69 24187-' 1202 22 115.9 6.5 5 91 322 03/01/00 70 24187-' 1203 25 112.6 10.3 3 91 323 03/0l/DO 71 24187.' 1201 29 115 10.1 5 90 324 03/01/00 Slope behind 58 24187-' 1208 5 116.8 9.4 5 91 325 03/01/00 78 24187.' 1204 10 117.3 8.0 5 92 326 03/01/00 77 24187-' 1205 16 114.7 7.7 5 90 327 03/02/00 56 24187-' 1204 2 119.1 9.6 5 93 328 03/0Z/DO 74 24187-1 1207 4 117.1 6.8 5 92 329 03/0ZIDO 75 24187-' 1210 30 114 9.9 3 92 330 03/02/00 59 24187-1 1205 25 116.4 9.7 5 91 331 03/0l1DO 82 24187-' 1186 3 116.9 9.1 3 94 Failed, See RT N331A 331A 03/0ZtDO 82 24187.' 1186 3 118.1 9.1 3 95 RT of #331 332 D3tOl/DO 81 24187-' 1188 5 118.3 9.5 3 95 333 03/02/00 83 24187-1 1184 4 120.4 9.2 5 97 334 03/03100 84 24187-1 1188 7 117.9 9.5 5 95 335 03/03100 80 24187-1 1190 8 112 8.1 5 90 336 03/03100 81 24187-1 1188 . 115 10.4 5 93 337 03103/00 81 24187-1 1190 10 120.1 10.5 5 97 33. 03/03/00 Rosado Ct., (FR of 821 24187-1 1199 4 114.9 11.2 5 93 339 03/03100 Rosado Ct., (FR of 83) 24187.1 1190 10 122.8 10.9 3 9. 340 03103/00 76 24187-1 1204 20 114.0 10.8 5 92 341 03110/00 Palacio St., (FR of 83) 24187-2 1196 6 118.6 11.8 3 9. 342 03/10/00 71 24187.2 119. 11 115.3 13.1 3 93 Failed, See RT #342A 95% Ren. 342A 03/10/00 71 24187-2 1196 9 118.6 12.2 3 96 AT of #342 343 03/10100 Palacio St., (FA of 631 24187-2 1199 11 118.2 9.2 3 95 344 03/10100 64 24187-2 1196 4 115.5 9.5 3 93 Failed, See AT #344A 344A 03110/00 64 24187-2 1199 4 119.3 10.1 3 9. RT of #344 345 03/10/00 63 24187-2 1202 12 117.6 11.9 3 95 346 03/13/00 Palacio St., (FA of 63) 24187-2 1200 16 119.2 8.9 3 93 347 03/13/00 Terra Ct., (next to 63) 24187.2 1201 16 117.1 9.4 3 92 348 03/13/00 63 24187.2 1202 8 113.1 10.1 5 91 349 03/13/00 64 24187-2 1204 10 114.3 11.1 5 92 350 03113/00 67 24187-2 1208 23 113.3 14.8 6 91 351 03/13/00 63 24187-2 1208 18 112.5 14.0 6 90 ConverseConsultanls CCIENT\OFFICE\JOBFILE\2000\8 1 IOO-126\OO-126-5.rgr 1P 1 I I I I I I I I I I 1 I 1 I I I I I 00-81-126-50 June 15,20QO PageA-12 , "'. TABLE NO. A.1 ,,',' "/>,, Field Densitv Test Results ", . . Location I ... ., ,..'. . Test Test Tract No:.. Apptox. Approx. Fill Dry Densi Moist. Compaction Remarks TestE/av. Below Test Soil Type No. Date Lot Nu~ber (ft) 1ft} (pcij Content (%) (%) ... (iO'!. Req. unless noted) 352 C3f13/DO 68 24187-2 1208 13 116.4 13.7 6 94 353 03113/00 64 24187-2 1208 13 113.0 12.8 6 91 354 D3/1S/DO 78 24187-1 1210 16 113.3 12.8 3 91 355 03/16/00 73 24187-2 1205 16 t19.3 8.9 5 93 356 03/16/00 83 24187-' 1207 23 118.7 10.4 3 93 357 03/16/00 83 24187.1 1208 24 114.4 10.9 3 92 358 03/16(00 81 24187-' 1208 24 111.5 11.2 3 90 359 03(16/DO 84 24187-1 1211 30 117.0 11.1 5 91 360 03/16/00 72 24187-1 1209 23 116.1 8.9 5 91 361 03/20100 4 24187-2 1224 10 115.9 12.5 5 91 362 D3120/DO 3 24187.2 1221 8 99.4 11.9 9 83 Failed, See RT #362 362A 03/20/00 3 24187.2 1221 8 107.4 14.5 9 90 RT of #362 363 03120/00 1 24187-2 1217 6 104.4 13.0 8 90 364 03/20/00 2 24187-2 1219 8 110.5 9.5 9 92 365 03/21/00 5 24187.2 1278 2' 108.6 14.1 8 92 366 03/21/00 6 24187.2 1230 35 106.5 15.1 8 90 367 03/21/00 Sunny Meedows, opp. 8 24187-2 1226 5 107.9 12.1 9 90 368 03/21/00 Sunny Meadows, opp. 8 24187.2 1225 2 106.4 16.6 9 89 Failed, See RT #368A 368A 03/21/00 Sunny Meadows, opp. 8 24187.2 1225 2 107.8 15.9 9 90 RT of #368 401 02/29/00 77 24187.1 1206 7 117.4 9.6 5 92 402 02/29fOO 76 24187-1 1208 9 112.3 13.8 5 B8 Failed, See RT #402A 402A 02/29/00 76 24187-) 1208 9 118.8 10.1 5 93 RT of #402 403 03fOl/00 7 24187-1 1206 12 116.3 10.2 5 91 404 03/01/00 8 24187.1 1208 14 113.7 11.5 6 91 405 03/01/00 11 24187.1 1206 20 119.4 8.7 5 93 406 03/01/00 10 24187.1 1208 22 119.6 8.9 5 93 407 03/01/00 6 24187-1 1210 10 117.1 9.B 5 91 408 03/01/00 6 24187.1 1212 12 116.8 10.2 5 91 409 03/01/00 73 24187-1 1202 22 116.1 B.6 5 91 410 03/0HOO 74 24187.1 1204 24 116.2 11.7 5 91 411 03/0HOO 87 24187-1 1202 10 117.7 11.8 5 92 412 03101/00 86 24187-1 1204 12 116.6 10.5 5 91 413 03/01/00 Rosado Ct., (FR of 84) 24187-1 1202 21 115.3 11.7 5 90 414 03/01/00 76 24187.1 1204 23 118.5 11.6 5 93 415 03fOl/00 7B 24187-2 1210 3 113.0 12.4 5 B8 Failed, See RT #415A Converse Consultants CC1ENT\OFFICE\JOBF1LE\2000\81\OO-126\OO-126-5.rgr ~ I I 1 1 I 1 I 1 I I I I I 1 1 I 1 1 1 00-81-126-50 June 15,2000 PageA-13 . .TABLENO. A-1 . . >.. Field Den~itv Test Results .... .... .. .j. .. ;.. . . .. location . .. I ... Test Test Approx. Approx. RII Dry Density Moist Compaction Remarks Tract No. TutElev. BeloW Test Soil Type No. Date Lot Number (ft) (ft) (pen Content (%) w.) (90% Req. unless noted) . 415A 03/01/00 76 24187-2 1210 3 118.4 10.3 5 93 RT of #415 416 03/01100 76 24187-2 1212 5 113.4 10.9 5 89 Failed, See AT #416A 416A 03/01100 76 24187.2 1212 5 116.3 10.7 5 91 ATof#416A 417 03/0t/DO 75 24187-' 1206 26 119.7 11.7 1 92 418 03/01/00 76 24187.' 1208 28 117.4 9.9 1 90 419 03/0l1DO 5 24187-' 1210 10 119.5 9.9 1 92 420 03/01/00 6 241S7.' 1212 12 119.3 9.4 1 92 421 03/01/00 10 24187-' 1206 11 117.9 9.7 5 92 422 03/0l/DO 9 24187-' 1208 13 120.4 10.3 1 93 423 03/0t/OO 87 24187-1 1206 11 118.6 11.6 5 93 424 03(01/00 86 24187-' 1208 13 120.0 8.8 1 92 425 03/02/00 85 24187-1 1210 30 114.4 13.4 6 92 426 03t02/CO 84 24187-, 1212 32 119.7 11.0 1 92 427 03/02/00 75 24187.1 1214 15 116.5 10.1 5 91 428 03/02/00 74 24187.1 1216 21 119.2 8.8 1 92 429 03t02/00 77 24187-1 1214 6 118.9 10.7 1 91 430 03102/00 76 24187.1 1216 8 117.8 9.4 1 91 431 03102/00 7 24187-1 1210 10 118.6 9.7 5 93 432 03/02/00 6 24187.1 1212 12 115.7 11.0 5 90 433 03/02/00 75 24187-1 1218 19 117.2 11.6 5 92 434 03/02/00 74 24187-1 1220 21 116.6 10.1 5 91 435 03/02/00 5 24187-1 1208 2 118.8 10.8 5 93 438 03/02/00 4 24187.1 1210 4 118.3 9.8 5 92 437 03/02/00 75 24187-1 1220 13 118.9 10.9 5 93 438 03102/00 74 24187.1 1222 15 113.1 12.2 5 88 Failed, See RT #438A 438A 03/02/00 74 24187-1 1222 . 120.1 11.0 1 92 RT of #438 439 03/02/00 5 24187.1 1212 8 118.9 8.7 1 91 440 03/02/00 4 24187-1 1214 15 118.1 8.9 1 91 441 03/02/00 69 24187-2 1196 2 116.9 13.0 6 94 Failed, See RT #441 A 441. 03/02/00 69 24187-2 1196 4 119.1 12.9 6 9. RT of #441 442 03102/00 69 24187.2 1196 2 119.8 11.1 8 96 443 03/03/00 68 24187-2 1200 6 119.1 12.2 6 96 95% Req. 444 03/03/00 68 24187-2 1202 8 118.1 13.S 8 95 95% Req. 445 03/03/00 Rosado Ct., (FR of 79) 24187-1 1196 2 116.8 11.0 5 91 446 03/03100 78 24187-1 1198 4 118.1 10.7 5 92 Converse Consultants CCIENT\OFFICEUOBFILE\2000\81\OO.126\OO_126_5.rgr ?:J5 I I I I 1 1 1 I I I 1 1 I 1 I I 1 1 1 00-8'.126.50 June 15, 2000 PageA-14 ,'..., 'iTABLENO.A-1 ...... ,.... , . . ., ..... ,... :.,. Field-Densifv Test Results ... ,'... ...'... . :: - .., Location .' - ....... . . Test Test .. Approx. Approx. FJlI Dry Density Moist. Compaction Remarks Tract No. Test Elev. Below Test Soil Type No_ Date (PC!) Content 1%) (%) (90'1. Roq. unless noted) Lot Number (ftl (ftl . - 447 031D3/DO 79 24187-' 1211 2 117.8 10.4 5 92 448 OJ/03/00 79 24187.' 1213 4 116.1 11.4 5 91 449 03/07 fOa Paseo lot 78 24187-2 1189 2 117.7 11.3 6 95 95% Req. 450 03/07/00 67 24187-2 1187 4 118.7 11.9 6 95 95% Req. 451 03/07/00 Terra Ct., (FR of 671 24187.2 1187 2 118.9 11.5 6 96 95% Req. 452 03/07/00 Terra Ct., (FR of 69) 24187-2 1189 4 119.3 12.0 6 96 95% Req. 453 03/07/00 70 24187-2 1187 2 119.2 11.9 6 96 95% Req. 454 03/07 fOO 71 24187-2 1187 4 118.6 11.8 6 95 95% Req. 455 03/07(00 Terra Ct.. (FR of 57l 24187-2 1191 6 117.7 12.4 6 95 95% Req. 466 03/07/00 68 24187.2 1193 8 119.3 11.7 6 96 95% Req. 457 03107/00 69 24187.2 1191 6 119.0 11.9 6 96 95% Req. 458 03/07/00 70 24187-2 1193 8 119.1 11.1 6 96 95% Req. 459 03/07 fOO 80 24187-1 1195 10 121.4 10.7 5 95 95% Req. 460 03/07/00 81 24187-1 1197 12 120.6 11.3 6 97 95% Req. 461 03/08fOO 71 24187-2 1199 14 117.2 13.3 6 94 Failed. See RT #461 A 461A 03f08/00 71 24187-2 1199 14 118.2 12.4 6 95 RT of #461 462 03/08fOO 70 24187-2 1201 16 118.7 11.6 6 95 463 03/08fOO 81 24187-1 1203 19 122.2 10.3 5 95 464 03/08fOO 81 24187.1 1205 21 118.9 12.3 6 96 465 03/08/00 70 24187-2 1195 9 121.5 12.0 6 96 466 03/08/00 69 24187-2 1197 11 116.1 12.1 6 93 Failed, See RT #466A 466A 03/08/00 69 24187-2 1197 11 118.2 12.1 6 95 RT of #466 467 03/09/00 Paseo Lot 78 24187-2 1195 8 117.8 12.3 6 95 95% Req. 468 03/09/00 67 24187.2 1197 10 119.6 11.2 6 96 95% Req. 469 03/09/00 Paseo lot 78 24187-2 1199 12 118.1 12.3 6 96 95% Req. 470 03/09/00 87 24187-2 1201 14 118.1 12.9 6 95 95% Req. 471 03/09fOO 68 24187-2 1203 13 112.3 15.4 6 90 Failed. See RT #471 A 95% Reo. 471A 03/09/00 68 24187.2 1203 13 118.4 11.4 6 95 RT of #471 472 03f09/00 88 24187-2 1205 15 1143.6 14.8 6 92 Failed, See RT #472A 472A 03/09/00 68 24187-2 1205 15 118.1 12.4 6 95 RT of #472 473 03/10/00 63 24187-2 1192 2 118.4 11.1 6 95 95% Req. 474 03/10/00 64 24187-2 1194 4 118.6 11.8 8 95 95% Req. 475 03/10/00 67 24187-2 1207 12 119.2 11.4 6 98 95% Req. 476 03/10/00 67 24187-2 1209 14 119.5 11.8 6 96 95% Aeq. 477 03/1 0/00 73 24187-2 1198 2 116.8 10.7 6 94 Failed, See RT #477A 95% Ren. Converse Consultants CCIENT\OFFICE\JOBFllE\2000\81\OO.126\OO-12f3.S.rgr ~ 1 1 1 1 1 1 1 1 I 1 I I 1 1 I I 1 I I 00-81.126-50 June 15,2000 PageA.15 . TABLE NO. A.1 .. Field Densitv'Test Results ..... .' Location Test Test Approx. ApprOx.FIII Dry Density MolsL Compaction Remar1<:s Tract No. TestElev. Below Test Soli Type No. Date Lot Number Iftl Iftl (pet) Content (%) W.) (90% Req. unless noted) 477A 031l0fOO 73 24187-2 1198 2 '18.4 11.3 . 9. RT of #477 478 03/'0/00 72 24187-2 1200 4 118.3 12.0 . 95 95% Req. 497 03115/00 75 24187.2 1216 17 119".9 8.7 2 91 498 03f15/00 74 24187-2 1218 19 121.1 8.8 2 92 499 0311 Sf 00 77 24187-2 1216 3. 119 10.2 1 92 500 03115/00 7. 24187-2 1218 38 120.5 10.7 1 93 501 03/15/00 7 24187-2 1195 SG 112.5 7.6 5 88 SOlA 03'15/00 7 24187-2 1195 SG 121.0 10.0 5 95 Failed, See RT #501 A 502 03/15/00 30 24187.2 1198 SG 100.3 16.6 8 85 RT of #501 S02A 03"StOO 30 24187.2 1196 SG 113.3 15.4 8 9. Failed, See RT #S02A 503 03/15/00 31 24187-2 1200 2 112 14.0 . 95 RTof #502 504 03/15/00 Campo Dr., (FR of 30) 24187-2 1208 2 105.5 17.0 8 89 Failed, See RT #504A 504A 03/15/00 Campo Dr., lFR of 30) 24187-2 1208 2 112.1 14.4 8 95 RT of #504 505 03115/00 . 24187-2 1197 3 114.1 13.9 8 9. 506 03/15/00 31 24187-2 1203 5 110.2 12.4 8 87 Failed, See RT #506A 506A 03/15/00 31 24187-2 1203 5 113 14.5 8 95 RTot #506 507 03/15/00 5 24187-2 1206 5 102.8 11.9 8 87 Failed. See RT #507 A 507A 03/15/00 5 24187-2 1206 5 112.3 14.0 8 95 AT of #507 508 03/15/00 7 24187.2 1202 7 ". 12.9 7 94 Failed, See AT #508A 50BA 03/15/00 7 24187-2 1202 7 117.8 14.3 9 95 RTof #508 509 03/15/00 30 24187.2 1207 9 115.6 14.0 9 9. 510 03/15/00 Campo Dr.. (FA of 31J 24187.2 1210 10 114.5 15.6 9 95 511 03116/00 8 24187-2 1210 12 110.1 16.7 9 92 Failed, See AT #511 A 511A 03/16/00 8 24187-2 1210 12 116.4 13.0 9 97 AT at 511 512 03/16/00 29 24187.2 1212 13 112.2 13.9 8 95 513 03/18/00 31 24187-2 1214 ,. 113.3 11.5 8 96 514 03116/00 30 24187-2 1213 16 121.0 8.9 5 95 515 03/16/00 30 24187-2 1215 18 106.9 11.8 8 90 Failed, See AT #515A 51SA 03/16/00 30 24187.2 1215 18 112.3 13.0 8 95 AT of #515 51. 03/16/00 . 24187-2 1210 20 118.0 11.0 5 92 517 03/20/00 5 24187.2 120S SG 113.6 13.3 9 95 521 03/20/00 1 24187-2 1212 2 111.9 8.2 3 90 522 03120/00 3 24187-2 1215 2 114.8 8.8 3 93 Converse Consultanls CCIENT\OFFICEU08FllE\2000181\OO_126\00-126-S.rgr ~1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 00-81-126-50 June 15,2000 PageA-16 ..it.. . . ..TABLE NO. A-1 ........... '.ic:H ....... '. . C · ........Fj.lid Densltv Test Results .. .'C .' Location - - . .... .. Test Test . , Approx;' Approx. Fill DrY Densit) Moist. - c:of!lpactloii : Remarks TractNo. TestElev. Below Test Soil Type No. Date Lot Numbsr (ftJ ,. (ftJ (peij Content W.j (0/-) - .... (90% Req. unloss noted) " 524 03/20/00 5 24187-2 1220 4 112.9 12.4 10 91 525 03/20100 3 24187.2 1219 4 112.8 10.9 10 91 527 03/21/00 1 24187-2 1217 6 119.3 6.2 4 92 528 03/21/00 2 24187.2 1219 8 117.7 8,4 4 91 529 03/21/00 3 24187-2 1221 8 118 10.1 4 91 530 03/21/00 4 24187-2 1224 8 111.7 10.4 4 87 Failed, See RT #S30A S30A 03/ll/00 4 24187-2 1224 9 155.5 12.0 4 90 RT #530 531 03/21/00 5 24187-2 1224 8 100.7 16.0 8 85 Failed, See AT #531A 532 03/22/00 59 24187-2 1220 4 116.8 8.3 4 91 RT of #531 533 03/22/00 58 24187-2 1224 3 118.7 8.7 4 92 534 03/22/00 66 24187-2 1221 8 119.4 8.0 4 93 535 03/22/00 66 24187-2 1223 '0 115.7 8.8 4 90 536 03/22/00 30 24187-2 1230 30 107.3 13.3 8 9' 537 03/22/00 31 24187.2 1231 32 109.9 14.6 8 93 538 03/22/00 29 24187-2 1230 28 109.2 14.0 8 92 539 03/22/00 30 24187-2 1229 29 103.1 15.5 8 87 Failed. See RT #539 539A 03/22/00 30 24187.2 1229 34 107,4 13.9 8 9' RT #S39A 540 03/22/00 28 24187-2 1232 12 103.8 16.0 8 88 Failed. See RT #540 540A 03122/00 28 24187.2 1232 12 106.2 14.5 8 90 RT of #540 541 03122/00 58 24187.2 1223 2 120.0 14.5 4 93 542 03/22/00 66 24187.2 1218 5 116.9 9.0 4 91 543 03/22/00 31 24187-2 1229 30 109.2 13.9 8 92 544 03/22/00 29 24187-2 1232 25 108.8 14.5 8 92 545 03/23/00 35 24187-1 1194 5G 112.8 7.7 3 91 546 03/23/00 34 24187-1 1196 2 117.5 7.5 4 91 547 03/23/00 36 24187-1 1198 2 113.1 ..9 3 91 548 03/23/00 8 24187.2 1224 '5 114.8 13.7 10 93 549 03/23/00 10 24187.2 1229 12 109.3 16.0 9 91 550 03/23100 28 24187.2 1234 '4 106.2 16.5 8 90 55' 03/23/00 9 24187-2 1229 13 107.2 15.9 8 90 552 03/23100 7 24187.2 1224 21 110.4 17.0 9 92 553 03/23/00 1 24187-1 1211 2 112.4 15.0 '0 9' 554 03/23/00 3 24187.1 1214 7 115 12.9 " 90 555 03/23/00 2 24187-1 1210 4 109.9 14.5 11 86 Failetl. See RT #555A 555A 03/23/00 2 24187-1 1210 4 115.3 13.0 11 90 RT of #555 COfIverseConsultanlS CCIENl'.QFFICE\JOBFILE\2000\81\QO- 126\OO-126-5.rgr ?:li:. I 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 I 1 00-81.126-50 June 15, 2000 PageA-17 < . .... ..<t~TABLE NO. A-1 / . i..Y:FieldDensilv Test Resu';ts '<.. ......... ..... .. . Location / .yi <.--' ..... Test IlIst Approx. Approx.FIIl Dry Density Moist Soil Type ._ -. CorIlpactfon Remarks Tract No. TestElev. Below Test No. Date Lot Number (ft) 1ft) Ipcf) Content (%) (%) . (90.". Req. unless noted) 556 D31l3/00 1 24187-' 1214 5 117.7 13.0 11 92 557 03/23100 4 24187-' 1213 7 113.9 14.5 10 92 558 03/23/00 2 24187-' 1213 7 107.4 16.6 9 90 559 03/l3/00 8 24187-' 1230 21 110.6 14.9 10 90 560 03/23/00 11 24187-2 1232 5 106.1 16.5 8 90 561 03/23/00 29 24187-2 1234 20 108.8 16.0 9 91 562 03/23/00 8 24187-2 1228 19 107.5 17.1 9 90 563 03123/00 10 24187-2 1231 14 109.9 16.4 9 92 564 03/23/00 30 24187-2 1233 33 106.7 16.3 8 90 565 03/23/00 31 24187.2 1232 32 110.5 14.4 10 90 566 03/23/00 7 24187-2 1229 29 104.3 18.0 9 87 Failed, See RT #S6GA S6BA 03/23100 7 24187-2 1229 29 107.4 17.2 9 90 AT of #556 567 03124/00 32 24187-2 1222 SG 111.2 6.7 3 90 568 03/24fOO 34 24187-2 1226 SG 114.6 7.8 3 92 569 03/24fOO 33 24187-2 1225 2 107.5 13.9 9 90 570 03f24fOO 35 24187-2 1228 2 108.8 14.9 9 91 571 03/24/00 8 24187-2 1232 26 112.5 10.8 10 91 572 03f24/00 9 24187.2 1231 15 110.5 10.7 10 90 573 03/24/00 30 24187-2 1232 37 107.2 15.1 8 90 574 03/24/00 Campo Or., {FR of 81 24187-2 1227 27 108 15.5 9 90 575 03f24/00 31 24187-2 1233 33 112.7 13.3 10 91 576 03/24fOO 10 24187-2 1235 18 106.1 15.9 8 90 577 03/24/00 50 24187-2 1221 SG 111.4 13.0 10 90 578 03/24/00 49 24187-2 1225 2 115.2 14.7 10 93 579 03/24/00 45 24187-2 1226 SG 110 16.6 9 92 580 03/24/00 Campo Dr.. (FR of 31) 24187-2 1227 2 110.5 15.0 10 90 581 03f24/00 12 24187-2 1235 5 106.3 15.9 8 90 562 03/24/00 45 24187-2 1229 3 107.5 16.7 9 90 601 03f15/00 54 24187-2 1211 2 119.3 9.9 1 92 602 03flS/00 55 24187-2 1213 4 119.6 9.0 1 92 603 03/15/00 61 24187-2 1212 7 120.8 9.1 1 93 604 03/15/00 62 24187.2 1214 9 116.4 8.2 1 90 605 03/15/00 72 24187-2 1220 35 119 9.1 1 92 606 03/15/00 71 24187-2 1222 37 118.9 9.9 1 91 607 03/15/00 64 24187-2 1220 20 119 10.1 1 92 Con....erseConsultants CCIENnQFFICBJOBF1LE\2000\61\OO-126\OO.126-5.rgr ?f>' I I 1 I I I 1 1 I I I I 1 1 I I I I I 00-81.126-50 June 15.2000 PageA-18 .' "i/./. . TABLE NO. A-1 ~7/" ." './ ....i .< ";;'Fh,ld Oensilv T~st R"sulb ,..U.................:,.. .... - . -_location ............ .. ..' .. ...... . ...... . Test Test '.' ..... .. < Approx. Approx. Fill OryDenslty Moist Coittpaction Remarks TestEIQY; Below Test (pel) Content (%) .0"' 'yp' (%) ,(90'1. Req;: unless noted) No. Date Lot Number ......... <ft) (ft) " " .. 60B 03/15/00 65 24187-2 1222 22 1'9.8 10.0 1 92 509 03/16/00 62 24187.2 1216 15 119.5 9.1 1 92 610 03/16/00 61 24187-2 1218 1B 120.3 9.' 1 93 611 03{16/00 62 24187-2 1220 20 118.9 10.2 1 91 612 03/16/00 61 24187-2 1222 22 118.8 9.3 1 91 613 03/16/00 Palacio St., {next to 621 24187.2 1218 33 120 9.5 1 92 51' 03/16/00 62 24187-2 1220 35 119.4 9.5 1 92 615 03/16/00 Terra Ct., (FR of 64) 24187-2 1220 20 119.5 9.3 1 92 616 03/16/00 Terra Ct., (FR of 65) 24187.2 1222 22 , 17.5 12.0 1 90 617 03/l6/DO Palacio St., {next to 551 24187-2 1218 22 117.8 11.3 1 91 61B 03/l6/DO 62 24187.2 1220 2. 118.3 11.9 1 91 619 03/l6/DO Terra Ct., (FA of 641 24187-2 1220 30 119.6 9.7 1 92 620 03/18tOO Terra Ct., (FR of 651 24187-2 1222 32 120.8 10.8 1 93 621 03/16tOO Palacio St., (next to 55) 24187-2 1216 11 118.4 11.5 1 91 622 03/16/00 Palacio St., (next to 551 24187.2 1218 13 118.8 10.1 1 91 623 03/16/00 55 24187-2 1222 1 119.9 10.1 1 92 62' 03/16/00 5B 24187-2 1224 3 118.8 11.1 1 91 625 03t18/00 Terra Ct., (FR of 851 24187-2 1224 27 119 9.9 1 92 626 03t16/00 Terra Ct., (FR of 851 24187-2 1226 29 118.9 11.1 1 91 627 03/18/00 Palacio St., {FR of 701 24187.2 1222 37 118.1 9.9 1 91 62B 03/16/00 Palacio St., (FA of 631 24187-2 1224 39 119.3 10.0 1 92 629 03/16/00 69 24187.2 1220 26 119.2 10.9 1 92 630 03/16/00 6B 24187-2 1222 27 118.2 11.4 1 91 631 03/16/00 68 24187.2 1224 31 112.3 9.2 1 86 Failed, See AT #631 A 631A 03/16/00 6B 24187-2 1224 31 118.8 10.1 1 91 AT of #631 632 03/16/00 67 24187.2 1226 35 112.1 10.5 1 B6 Failed, See AT #632A 632A 03/16/00 67 24187-2 1226 35 118.6 11.6 1 91 AT of #632 801 03/03/00 15 24187.1 1197 37 122.7 B.3 2 93 802 03/03/00 16 24187-1 1196 36 125.4 B.B 2 95 B03 03/03/00 17 24187.1 1195 35 120.1 B.B 1 92 BO' 03/03/00 1B 24187-1 1194 37 116.5 B.B 1 90 805 03/03/00 19 24187.1 1193 30 121.3 8.9 1 93 808 03/03/00 20 24187.1 1193 30 123 9.1 2 93 B07 03/03/00 21 24187-1 1192 ,. 122.3 9.2 2 93 BOB 03/03/00 22 24187-1 1191 1B 123.1 9.4 2 93 Converse Consultants CCIENT\OFFICE\J08FILE\2000\81\OO_126\OO_126-S.rgr ~o I I I 1 I I I 1 I I 1 I 1 I I I 1 I I 00-81.126-50 June 15,2000 PageA.19 , TABLE NO. A-1 ,'" ">,''',,,,,,< ,i' ,," "" , ,", " ,,', ,,:: Fi~ld Density Test Results ' ':'?' ',,',' " location , " Approx. FiIl10 Oensit) :i :":""",'7\ " Test Test Tract:No. ApproL Moist Remarks No. Date TestElev. Below Test ry(PCf) Content (%) '0" 'YP. ,I%! (90% Req. unless noted) lot Number (ft) (ft) ,,' ",'" ". 809 03/03fOO 23 24187-1 1191 18 120.4 8.7 1 93 810 03/03/00 24 24187-1 1191 18 122.8 9.0 2 93 811 03f03/00 48 24187.1 1198 20 118.4 9.1 1 91 812 03f03/00 47 24187-1 1198 20 120.7 9.0 1 97 813 03/18/00 8 24187-1 1213 13 114.7 11.8 8 93 814 . 03/18/00 1 24187-1 1212 18 118.6 8.7 5 93 815 03/18/00 8 24187-1 1210 20 122.2 9.5 1 94 816 03118/00 9 24187.1 1209 15 127.6 9.1 1 98 817 03/18/00 10 24187.1 1208 18 119.9 8.6 5 94 818 03/18/00 11 24187.1 1206 20 122 8.2 5 95 819 03118/00 12 24187-1 1205 28 114.6 12.2 5 90 820 03/18/00 13 24187.1 1203 13 108 13.0 5 84 Failed, See RT 182CA a20A 04/22100 13 24187.1 1203 13 114.7 7.2 5 90 RT of #820 821 03/18100 33 24187-1 1197 5 113.8 13.6 8 91 822 03118/00 32 24187-1 1197 5 115.2 7.5 5 90 823 03/18/00 31 24187.1 1196 5 100.2 12.0 6 81 Failed, See RT #823A 823A 04/22100 31 24187-1 1196 14 113.9 9.3 8 90 RT of #823 824 03/18/00 30 24187.1 1195 5 119.3 8.2 1 92 825 03/18/00 29 24187-1 1194 5 120.8 8.8 1 93 826 03/18/00 28 24187.1 1194 14 121.1 8.5 1 93 827 03118/00 27 24187-1 1194 ,. 107.7 11.8 5 8. Failed, See RT #827A 827A 04f22/00 27 24187.1 1194 14 114.8 9.0 5 90 RTot #827 828 02/03/00 26 24187.1 1193 13 119.3 10.3 5 93 829 02f03/00 25 24187.1 1192 12 109.7 13.0 5 86 Failed, See RT #a29A 829A 04/22/00 25 24187-1 1192 12 115.1 8.0 5 90 RT of 1829 830 03/25/00 48 24187.1 1199 16 120.4 8.8 3 90 831 03/25/00 .9 24187.1 1200 17 110.6 12.0 1 95 832 03/25/00 50 24187-1 1200 17 107 7.8 3 95 833 03/25/00 51 24187-1 1201 18 118.9 9.3 1 95 834 03/25/00 52 24187-1 1201 5 127.6 9.8 2 95 835 03/25/00 53 24187-1 1202 3 122 8.8 2 93 836 03/25/00 54 24187-1 1203 3 120.1 11.9 1 91 837 03{25/00 55 24187-1 1204 0 122.2 9.5 2 90 838 03/25/00 58 24187-1 1205 0 109.5 6.8 1 92 839 03/25/00 57 24187-1 1206 0 112 8.5 1 91 ConVCf$eConsultants CCIENT\OFFICE\JOBFILE\2000\81\00-126\OO.126-S,rgr 1\\ I 1 1 I 1 I I I I I I 1 I 1 1 I 1 I I 00-81-126-50 June 15. 2000 PageA-20 ~,' TABLE NO. A-1 , < ," ' . . , , ' Fi~ld Densitv'Test Resuits " , <, " , Location " .....,... 1.'>< Test Test ."Appro~ Approx; Fill Dry Density MolsL " RBmarks Tn..ctNo> TestElev. r' No. Date Below Test Content (%) 5011 TYpe (Ii) ". Lot Number " 1ft) (ft) (pc~ (90'1. Req.unless noted) " " 840 03/25/00 58 24187-1 1207 5 121.3 8,5 , 9' 84' 03f25/00 59 24187-' 1207 '9 120.3 7.2 2 91 842 03/25/00 60 24187-' 1206 18 119.6 8.2 2 89 843 03/25/00 61 24187-1 1205 25 117.7 9.3 , 93 844 03/25/00 82 24187-1 1204 5 123 9.4 2 9' 845 03/25fOO 63 24187-' 1204 5 '12 7.5 1 91 846 03/27/00 45 24187-' 1194 14 '02 12.0 3 82 Failed, See RT 1846A 846A 04/22/00 45 24187-' 1194 14 111.1 9.7 3 90 AT of #846 847 03/27/00 43 24187-, 1194 10 100.7 6~2 3 8' Failed, See RT #847A 847A 04122/00 43 24187-1 1194 '0 111.4 7.0 3 90 RT of #847 848 03/27tOO 4' 24187-' 1195 6 122.9 9,6 4 95 849 03127fOO 39 24187-' 1198 5 115.8 8.0 4 90 850 03127/00 37 24187-1 1200 8 118.9 12.5 4 92 851 03f29/00 73 24187-' 1211 30 124.4 8.8 4 98 852 03/29/00 75 24187-1 1212 27 99.3 4.3 3 80 Failed, See RT #852A 852A 04/22/00 75 24187.1 1212 27 11' 8.9 3 90 RT of #852 853 03/29/00 77 24187-1 1214 24 100.1 5.5 3 8' 853A 04f22/00 77 24187-1 1214 24 111.6 7.5 3 90 854 03/29fOO 79 24187.1 1215 20 119.4 8.3 5 93 855 03/29/00 8' 24187-1 1214 30 111 8.3 3 90 856 03/29/00 83 24187-1 1213 33 111.5 6.6 3 90 857 03/29/00 85 24187-1 1212 30 124.6 9.7 4 97 858 03/29/00 86 24187-1 1212 22 124.9 10.0 4 97 859 03/29/00 71 24187-1 1207 30 123 9.1 4 95 860 03/29/00 69 24187-1 1202 25 120.3 7.6 5 9. 86' 03/29/00 67 24187-1 1199 15 117.3 7.5 5 92 862 03/29/00 65 24187-1 1201 22 120.2 10.0 4 93 883 03/30/00 34 24187-1 1198 5 126.3 9.0 , 97 864 03/30/00 35 24187-1 1199 5 125.3 9.4 4 97 865 03/30/00 36 24187-1 1200 5 116.3 9.8 4 90 868 03f30/00 38 24187-1 1199 12 122.5 10.4 , 94 867 03/30/00 40 24187-1 1196 5 125.8 10.4 , 97 868 03/30/00 42 24187-1 1195 5 120.3 11.9 1 93 869 03/30/00 44 24187-1 1194 14 111.4 13.4 8 90 870 03/30/00 66 24187-1 1196 23 110.2 10.0 6 89 Failed, See RT 1/870A ConverseConsutlants CCIENnOFFICE\JOBFILEI2000\81\OO-126\OO-126-5,rgr /11. 1 1 I 1 1 I 1 1 1 I I 1 1 I I I 1 I 1 00-81-126-50 June 15.2000 PageA-21 -:- ,< TABLE NO.A-1 . .... '. .... .. c..... '.c.. Field DEmsi'" Test Results .... '. c...... Location. .n,' .............. A'pprox. "': Test Test ". . Approx;' fill Dry Density Moist. '<" . Remarks No. Date Test Elev. BeloY/Test Content (%) Soli Type yi%) ". (90'/. Req. unless noted) Lot Number (ft) (ft) (pcQ . a7QA 04/22/00 66 24187.1 1196 23 113.5 11.3 6 91 RT of #870 971 03/30/00 68 24187-' 1200 20 117.2 7.9 , 92 672 03/30/00 64 24187.' 1203 15 115.7 10.4 , 90 673 03/30100 70 24187-' 1204 30 109.9 7.9 6 88 Failed, See RT #a73A 873A 04122100 70 24187-' 1204 30 111.5 9.6 6 90 RT of #873 874 03130/00 72 24187.' 1207 32 122.2 9.0 , 9' 87' 03r30100 74 24187-' 1212 32 126.4 9.2 2 96 876 03/30/00 76 24187-' 1213 28 114.6 8.8 , 90 877 03/30/00 78 24187.' 1215 20 116.2 11.2 , 91 878 03/30/00 80 24187-' 1215 3' 111.8 6.' 3 90 979 03/30/00 82 24187-1 1214 30 112.4 9.0 6 90 880 03/30/00 84 24187.1 1212 32 113.2 9.4 6 91 891 03/30/00 87 24187-1 1212 32 115.5 11.9 , 90 882 03/30/00 1 24187.1 1217 8 111.7 9.5 6 90 883 03/30/00 2 24187-1 1218 9 113.2 9.6 6 91 884 03/30/00 3 24187-1 1216 8 114 10.1 6 92 885 03/30/00 4 24187-1 1215 12 123.6 9.8 4 96 886 03/30(00 5 24187-1 1214 10 116 10.5 8 90 887 03(30(00 14 24187.1 1198 30 116.8 8.0 8 91 888 04/03/00 1 24187-2 1219 8 106.1 10.7 10 90 889 04/03/00 3 24187-2 1223 10 114.2 11.0 10 81 Failed, See RT #889A SS9A 04/22/00 3 24187-2 1223 10 106.2 10.6 8 90 RT of #889 890 04/03/00 , 24187-2 1228 12 117.2 10.9 1 95 891 04/03/00 7 24187.2 1232 2' 123.6 9.5 1 92 892 04/06/00 9 24187-2 1235 15 109.2 9.0 8 90 893 04/06/00 11 24187-2 1237 9 103.7 6.4 8 88 Failed, See RT 8893A 893A 04/22/00 11 24187-2 1237 9 106.1 10.5 8 90 RT of '893 894 04/06/00 29 24187-2 1238 13 106.5 10.6 8 90 895 04/06/00 31 24187-2 1235 35 110.8 7.' 10 90 89" 04/06/00 32 24187-2 1225 5 111 8.7 10 90 897 04/06/00 34 24187-2 1228 3 106.5 10.4 8 90 898 04/06/00 42 24187-2 1232 '"' 108.8 9.7 8 92 899 04/06/00 44 24187-2 1234 '"' 110 8.5 10 89 Failed, See RT '899A 899A 04/22/00 44 24187-2 1234 '"' 111.2 9.0 10 90 RT of #899 900 04/06/00 4" 24187-2 1230 ,", 108.7 7.4 10 88 Failed. See RT #SOOA Converse Consultants CCIENnOFFICEUOBFILE\2000\81\OO-126\OO-126-5.rgr ~'b 1 I I 1 1 1 I I I I 1 I I I 1 1 I I I 00-81-126-50 June 15,2000 PageA-22 .\';" tTABLENO. A-1 .'. . "'~""'\'; ." .. . .>;/ ......... FieldDen;;;;;"'test Results ., "i..;'.. .., 'y>. .' ::-tOcation . I;;. . ;:;",,! i...., .....;.,.; Test Test .y'; . 'i..'. . ApprOL Approx. Fill Dry Density Moist. ."- . ~~;t Remarks No. Date TestElev. Below Test (PCQ Content (%) 7' (90% Req. unlesS noted) (ft); 1ft) . is' 90DA 04/22/00 46 24187-2 1230 '"' 112.4 9.2 10 91 RT of #900 915 03/30tOD 21 24187-2 1239 2 110.2 13.6 9 92 916 OJ/30tOO 22 24187-2 1240 4 110.3 12.9 9 92 917 03/30/00 28 24187-2 1230 2 119.9 9.8 5 94 918 03130/00 27 24187-2 1234 4 119.4 8.9 5 93 919 03/30/DO 25 24187-2 1235 2 109.7 12.9 8 93 920 03130/00 24 24187-2 1238 4 110 13.0 8 93 921 03/30/00 22 24187.2 1242 6 109.7 12.4 8 93 922 03{30/0Q 23 24187-2 1242 8 110.1. 12.8 8 93 923 03/30/00 26 24187-2 1237 8 108.7 12.9 8 92 924 03/30/00 25 24187-2 1241 8 110.7 12.5 8 93 1090? 04/26/00 24 24187-2 1242 5 115.5 9.7 10 94 1091 04/26fOO 22 24187-2 1243 5 "1.6 9.5 11 92 1092 04/26/00 2 24187-2 1221 9 107 10.8 8 90 1093 04f26/00 4 24187-2 1226 11 106.1 11.7 8 90 1094 04/26/00 8 24187.2 1230 40 111.8 10.5 10 91 1095 04f26/00 8 24187-2 1234 20 107.8 10.9 8 91 1096 04/26/00 12 24187-2 1238 5 106.3 10.5 8 90 1097 04/26/00 13 24187-2 1239 5 107.4 11.6 9 90 1098 04/26/00 14 24187.2 1240 5 109.9 13.3 9 92 1099 04/26/00 28 24187-2 1238 9 108 12.0 9 90 1100 04/26100 35 24187-2 1229 3 107.7 11.7 9 90 1197 04/26/00 25 24187-2 1241 5 108.5 16.4 9 90 1198 04/26/00 23 24187.2 1242 5 100 8.7 9 83 Failed. See RT #1198A 1198A 04/26/00 23 24187-2 1242 5 111.2 11.7 9 93 RT of #1198 1199 04/26/00 21 24187-2 1244 5 105.7 12.1 10 88 Failed, See RT #1199A 1199A 04/26/00 21 24187.2 1244 5 114.7 9.0 10 97 AT of #1199 1200 04/26fOO 28 24187.2 1240 5 114.6 11.6 10 93 1201 04/06fOO 48 24187-2 1227 'ut 95 10.5 8 80 Failed, See RT #1201A 1201A 04/27/00 48 24187.2 1227 out 106.3 10.7 8 90 AT of #1201 1202 04f06/00 50 24187-2 1224 5 105.6 9.8 10 88 Failed, See RT #1202A 1202A O4f27/00 50 24187-2 1224 5 111.9 9.0 10 91 RT of #1202 1203 04/06/00 52 24187.2 1217 ,ul 112.5 9.0 10 90 1204 04/06100 54 24187-2 1216 5 110.6 9.0 10 90 1205 04/06/00 56 24187.2 1224 5 109 6.4 10 88 Failed, See RT #1205A ConversaConsultanls CCIENT\OFFICEUOBFILE\2000\81\OO-126\OO-126-5.rgr hA 1 I 1 1 I 1 I I I I 1 I I 1 I I 1 1 I 00-81.126-50 June 15,2000 PageA-23 . ., . TABLE NO. A.1 .i>;;r' ". . ,. .' .," . Fi~ld Densitv Test Results . Location ....;.....;>!;.'.,;.. "',~ l.r..E....'.. ...........;", , Test: Test' Al'prox. Approx. Fill Dry Density MoIsL ... ," " TestElev'. Below Test Remarks No. Date' Lot ... "."c~",. , (ft) (ft) (pcI) Content ('Y.) 1<',';' ".,.(;,) (90% Req. unless noted) , .. , 1205A 04/27 fOO 56 24187.2 1224 5 110.9 9.1 10 90 AT of #1205 1206 04/06/00 56 24187-2 1226 5 101.8 6.0 10 97 Failed. See RT #1206A 1207A 04/27/00 56 24187-2 1226 5 111.9 9.0 10 91 RT of #1206 1207 04f06/00 60 24187-2 1224 15 115.a 6.7 4 90 1208 04/06/00 62 24187-2 1223 25 109.7 9.0 10 89 Failed. See RT #1208A 1208A Q4f26/00 62 24187-2 1223 25 113 9.1 10 92 AT of #1208 1209 04/07100 64 24187-2 1229 34 109.2 10.5 8 92 1210 04f07/00 66 24 t 87-2 1231 15 108.8 9.7 8 92 1211 04f07/00 68 24187-2 1227 37 103.8 12.2 8 88 Failed, See RT #1211 A 1211A 04/26/00 68 24187-2 1129 38 113 9.1 10 92 RTof'1211 1212 04f07/00 70 24187-2 1225 40 107.8 9.9 8 91 1213 04/07100 72 24187-2 1224 39 98.5 9.8 8 91 Failed, See RT '1213A 1213A 04/26/00 72 24187.2 1224 39 106.1 10.5 9 90 RTof'1213 1214 04f07/00 74 24187-2 1222 30 104.7 11.3 8 88 Failed. See RT #1214A 1214A 04/26/00 74 24187-2 1222 30 108.2 11.0 8 90 RT af 61214 1215 04/07/00 76 24187.2 1219 18 109.5 10.9 8 92 1216 04/07/00 77 24187.2 1217 10 122.8 8.4 13 92 1217 04/07/00 75 24187-2 1220 25 119.9 8.6 11 93 1218 04/07/00 73 24187-2 1223 24 109 10.3 8 91 1219 04/07100 71 24187.2 1225 40 109.3 10.5 8 92 1220 04/07/00 69 24'87.2 1226 32 112.2 9.7 10 91 1221 04/07100 67 24187.2 1229 38 104.2 12.8 8 88 Failed. See AT '1221 A 1221A 04/07100 88 24187-2 1227 37 108 15.1 8 91 RT af #1221 1222 04f07l00 65 24187-2 1230 30 114.8 10.9 5 90 1223 04f07J00 63 24187-2 1228 38 119 10.7 5 93 1224 04f07/00 81 24187-2 1224 15 103.8 12.3 8 87 Failed. See AT '1224A 1224A 04f28/00 61 21487-2 1224 15 106.9 11.9 8 90 RT of 61224 1225 04/07/00 59 24187-2 1226 5 98.3 14.7 8 83 Failed. See RT '1225A 1225A 04/28/00 59 24187-2 1228 5 106.4 13.5 8 90 AT of '1225 1228 04/07/00 57 24187-2 1224 7 105.2 13.0 8 89 Falled. See RT #1226A 1226A 04/27/00 57 24187-2 1224 7 109.3 12.5 8 92 RT of #1226 1227 04/07/00 55 24187-2 1223 10 104.3 8.5 a 88 Falled. See RT #1227A 1227A 04127/00 55 24187.2 1223 10 106.7 10,6 8 90 RT of 61227 1228 04/07/00 53 24187-2 1217 '"' 105.4 7.8 a 89 Failed, See RT #1228A 1228A 04/27/00 53 24187-2 1217 '"' 108.3 to.5 8 91 RT of '1228 Converse Consultants CCIENT\OFFICE\JOBFILE\200Q\81\OO-126\OO-12S.S_rgr ~ ,I 00-81-126-50 June 15,20OQ PageA-24 I I . . ...TABLE NO: A-1 .... ". .. '. . Field Densitv Test Results <:.:.:. ....... .... .. .' Location ... ........ Approx; Approx. Fill '. Test Tos' Tract No. TistElev. Below Test Dry Density Moist. Soli Type CompacUon ",,,,,,,,, No. Date (pet) Content (%) (%) (90% Req. unless noted) Lot Number (ft, 1ft) .. . .' 1233A 04/27/00 43 24187-2 1236 10 107.4 15.0 B 91 RT of #1233 1234 04/07100 33 24187-2 1226 3 104.7 11.4 B BB Failed, See RT #1234A 1234A 04/27/00 33 24187.2 1226 3 10e-.7 11.5 B 90 RT of #1234 1235 04/07/00 30 24187-2 1237 40 109.8 10.7 B 93 1236 04/07/00 10 24187-2 1237 15 111.8 11.9 10 91 I I I Notes: FR: Front RT: Retest I I I I I I I I I I I I I Converse Consultants CC1ENT\QFFICE\JOBFILE\2000\811OQ-126\oQ-126-5.rgr 14.(,. I I I I I I I I I I I I I I I I I I I APPENDIX B SUMMARY OF LABORATORY TEST DATA ~1 I I I I I I I I I I I I I I I I I 00.126--50 June 15. 2000 Page B-1 Table No. B-1, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Tests Soil Soil Description Max Dry Optimum Moisture Type Density (pef) Content(%l 1 Silty Sand (8M), fine to medium-grained, trace clay, dark brown 129.0 10.0 2 Sand (SPL fine. to medium-grained, trace mica, brown 114.5 12.0 3 Silty Sand (SM), fine- to medium- grained, trace mica, dark brown 121.0 10.5 4 Silty Sand (5M), fine. to medium-grained, trace mica, dark brown 123.0 12.0 5 Silty Sand (SM), fine- to medium- grained, trace clay, reddish brown 132.0 9.0 5 Silty Sand (SM), fine- to coarse-grained, with clay, brown 132.0 8.0 7 Silty Sand (SM), 1ioe- to coarse-grained, with clay,. brown 130.5 9.0 8 Silty Sand (SM), fine- to medium-grained, trace clay, brown 125.5 10.0 9 Sand (SPIt fine- to coarse-grained, trace silt, light brown 119.0 13.0 10 Silty Sand (SM), fine-to medium-grained, trace clay, brown 132.5 9.0 11 Sandy Silt (ML), fine. to medium-grained sand, mica, brown 114.5 14.5 12 Clay {CLl. with fine grained sand and mica, light brown 103.0 19.0 13 Silty Clay (CL), trace fine grained sand, yellowish brown 116.0 14.5 14 Sandy Silt {MLI, fine- grained sand, trace clay and mica, brown 120.5 12.0 I @ I Converse Consultant CCIENTIOFFICEIJOBFILEI2000181100.126100-126.50.rgr A.'b