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Home My WebLink AboutParcel Map 31144 Parcel 1-3 Report Rough Grading~cileLa lJOlll7 ~0~~ Inc• L0. b4• It~4 61L ~ ~'hone: O09) 594-2121 Ff1X: (909) 894-2122 154R Eastman llxivc, Unit G• Murricta, CA 93562 ~ ' December 17, 2003 ' Ms. Yvette Anthony 16780 Hunt Avenue ' Temecula, California 92530 ' SUB.TECT: REPORT OF ROUGH GRADING Proposed 3-Lot Singl~Family Residential Development Lots I Through 3 of Parcel Map No. 31144 ' Avenida De San Pasqual City of Temecula, Riverside County, California Work Order No. 650301.22 , Dear Ms. Anthony: E-maiL• thesoilsco(n~aol.com ' INTRODUCTION Tn accordance with your request, we have prepared this Report of Rough Grading presenting the , results of our observation and testing during rough gading of the subject Parcels 1 through 3 of Parcel Map No. 31144. All compaction test results are included in this report in Appendia B, Table I. The subject site was graded in accordance with the requirements of the city of Temecula, ' and the 1997 Uniform Building Code (LJBC). .' The 20-scale "Pazcel Map No. 31144 - Grading Plan", prepared by Terra Civil Consultants of Temecula, California, was utilized during grading and to locate our field density tests and was utilized as a base map for ow test locations presented as Plate 1. ' ACCOMPANYING MAPS AND APPENDICES ' Location Map - Figure 1 (2,000-scale) Density Test Location Map - Plate 1(20-scale) ~ Appendix A - References Appendix B- Laboratory Test Results Appendix C- Results of Compaction Tests , T.H.E. Soils Co, Inc. W.O. 65030122 1 ' , ' Ms. Yvette Anthony December 17, 2003 ' Page 2 Proposed Development ' The subject Pazcel Map No 31144 has been subdivided into 3 separate single-family residential pads with associated 2:1 (horizontal:vertical) cut/fill slopes, driveways and landscape areas. Typical ' cudfill grading techniques were utilized to establish proposed design gades. Site improvement included the construction of a cul-de sac on the north end of Avenida De San Pasqual, an improved paved road. ' Site Description ' The subject site is located on the extreme northern end of Avenida De San Pasqual in the city of Temecula in southwest Riverside County, California The subject site is bordered on the north by lazge pazcel residential development and an eacisting chwch, on the east and south by lazge parcel , residential development, and on the west by vacant undeveloped land. The geographical relationships of the site and surrounding area are shown on our Site Location Map, Figure 1. t Prior to gixding, topography on the subject parcels consisted of relatively steep terrain with natural gradients that vary from approximately 15-39 percent. Deeply incised swales were located along the central and westerly portions of Parcel 2 and immediately north of Parcels 1 and 3. Overall relief , at the subject site, prior w grading, was approximately +61-ft. No man-made improvements were observed on the subject site prior to gading. Prior to grading ' the subject site was overlain by a low growth of annual weeds and grasses with a sporadic growth up to 3-ft in height of chaparral type vegetation. ' KEYWAY EXCAVATION AND RECOMPACTION OBSERVATIONS & TESTING , Prior to mugh gtading, the pmposed site was cleared of vegetation, which was removed from the subject site. Rough grading operations consisted of the excavaUon of a keyway along the toe of any proposed fill slope. Keyways were founded a minimum of 1-ft into dense sedimentary bedrock ' materials and were tilted at a minimum inclination of 2% into the existing hillside. The exposed sedimentary bedrock exposed within the keyway excavations were scarified a minimum of 12- inches below the exposed surface, moishve conditioned to neaz optimum moisture and recompacted ' to 90% of the dry density as determined by ASTM 1557. Benching was maintained into dense sedimentary beclrock at all 6mes during grading operations. All colluvial soils were removed during benching operaUons and were utilized as fill materials. The earth materials used for fill generally ' consisted of on-site silty sands (Unified Soil Classification - SM) derived from the on-site colluvial & bedrock materials. ' Fill placement and wmpaction was achieved utilizing a Caterpillaz DS bulldozer and a Caterpillaz 966 loader. Moisture conditioning was accomplished utilizing a water truck. The fill was placed in T.H.E. Soils Co., Inc. 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A minimum degree of compaction of 90% was required, as determined by ASTM D-1557. ' CuUFill Transitioas Transitions from cut-to-fill within the building pad on Pazcel 1 was elimn~ated by overexcavating ' the pad a minimum of 3-ft below finish pad elevation and extended a minimum of 5-ft outside the building footprint, as staked by the contractor. The exposed sedimentary bedrock materials were scarified a minitnum of 8-inches, moisture conditioned to neaz optimum moisture and recompacted ' to a minimum of 90 percent of the dry density, as detemuned by ASTM D-1557. Cut-to-fill transitions e~st within building pads on Parcels 2& 3. Any proposed structure should be ' founded entirely in either cut or fill materials and not across the cut-to-fill tra~sirion. Pmposed footings within the fill areas should be underlain by a minimum of 2-ft of certified compacted fill ' materials. T.H.E. Soils Company, Inc. should review proposed building locafions of Pazcels 2& 3 prior to excavation of footings and final recommendations should be made at that time. ' Field Density Testing TESTING PROCEDURES , 1 , ' ' ' 1I ' Field density testing was performed in accordance with ASTM Test Method D2922-91 (nucleaz gauge). Areas failing to meet the minimum compaction requirements were reworked and retested until the specified degee of compaction was achieved. The elevations and the results of the field density tests are presented in Appendia C, Results of Compaction Tests, Table I. The approximate locations of the tests are shown on the Density Test Location Map, Plate 1. Maaimum Density Determinations M~imum Density/Optimum Moishue deterniinations were performed in the laboratory on samples representarive of on-site soils used in the fill operations. The tests were performed in accordance with ASTM DI557-91, Test Method A. The test results, which were utilized in determining the degce of compaction achieved during fill placement, aze presented in Appendi~r B, Table I. Expansion Index Testing Expansion testing was performed at the completion of rough grading on representative soil samples obtained from the upper 2-ft of the building pad areas. Expansion Index test results varied from 10 to 15, which corresponds to a very low expaosion potential (0-2Q Table 18-I-A, 1997 UBC). Test resulis are presented in Appendi~r B, Table II. T.H.E. Soils Co., Inc. W.O. 65030122 ` D~ ' , ' ' ' l_ ' ' 1 ' ' ' Ms. Yvette Anthony December 17, 2003 Page 4 Sulfate Content It is anricipated that, from a corrosivity standpoint, Type II Portland Cement can be used for construction. Representative samples of the upper 2-ft. of the earth materials exposed on the pad surface were obtained for testing. Due to time wnshaints of this report, the test results were not yet available and will be forwazded as an addendum to tlvs report once they aze received. E. S. Babcock & Sons, Laboratory of Riverside, Califomia is perfomvng the laboratory analysis. S-ope Construction Cut and fill slopes on the subject site were constructed at 2:1 (horizontal:vertical) slope ratios to maacimum heights of appro~cimately 10-ft approximate rough gade elevations and track walked to achieve compaction. Fill slopes were constructed to approximate finish grade elevafion and trackwalked to achieve 90 percent relative compaction as, detemuned by AST'M D-1557 FoundaHon System Design RECOMII~NDA'I'IONS Foundation elements for the proposed single-family home and garage should be founded entirely either in compacted fill or competent bedrock materials. T.H.E. Soils Company, Inc. should perform a foundation plan review and a footing inspection, prior to placement of reinforcement to insure the proposed footings do not straddle a cut-to-fill transition. , Foundations and concrete slabs-on-grade should be conshucted in accordance with the referenced Preliminary Geotechnical Report (Farth Technics, 2003b). The footing recommendations from the referenced report aze presented as follows: ' A strip and spxead footing foundation system should provide an adequate foundation for one and two-story buildings in this site. All exterior footings should be founded a minimum of ' 18-inches below adjacent finished gi~ade for rivo-story buildings, and 12-inches for one-story buildings. Interior footings may be founded a minimum of 12-inches below finished grade. ' When the footings are founded in properly compacted fill or dense bedrock, an allowable bearing capacity of 1800 psf for 15-inch wide footings is acceptable for dad plus live load. This value may be increased by one-third for short term wind and seismic loading ' conditions. When foundations aze placed in natural soils, no cobbles over 6-inches should be left within ' the base of the foundation. Two No. 4 bars, 1 top and ] bottom aze recommended as a minimum design. ' T.Ii.E. Soils Co., Inc. W.0.65030122 ~ 1 , ' Ms. Yvette Anthony December 17, 2003 ' Page 5 Sufficient fine-grained matedals eatist within neaz surface earth materials to possibly create ' moisture pmblems. Therefore, we recommend that a moisture barrier be placed under any concrete slabs that might receive a moisture-sensitive floor covering. This moishue barrier should consist of a 10-mil polyethylene vapor barrier sandwiched between a 2-inch layer of , sand, top and bottom to prevent puncture of the barrier and enhance curing of the concrete. Reinforcement of the slabs with 6x6-6/6 welded wire mesh centered in the 4-inch slab is recommended. The subgrade below the slab should be moisture condi6oned and properly ' compacted prior to placement of concrete. Surface Drainage ' SurFace drainage should be directed away from foundations of buildings or appurtenant structures. ' All drainage should be directed towazd streets or approved permanent drainage devices. Where landscaping and planters aze proposed adjacent to foundations, subsurface drains should be pmvided to prevent ponding or saturation of foundations by landscape water. t Construction Monitoring ' Observa6on and testing, by T.H.E. Soils Company, Inc. is essential to verify compliance with recommendations and to confirm that the geotechnical conditions encountered aze consistent with the recommendations of this report. T.H.E. Soils Company, Inc. should conduct construction ' monitoring, at the following stages of construction: • During excavation of footings for foundations , • During fill placement • During urility h~ench backfill operations • Dwing retaining wall backfil] operations , SUMMARY 1 Our description of rough grading operations, as well as observations and testing services, aze limited to those rough grading operations performed between October 14, 2003 and December 11, 2003. The conclusions and recommendations contained herein have been based upon our observation and ' tesring, as noted. It is our opinion the work performed in the areas denoted has generally been accomplished in accordance with the job specifications and the requirements of the regulating agencies and is suitable for the proposed development. No conclusions or wam~tnties are made for ' the areas not tested or observed. This report is based on inforrnation obtained during rough grading. No warranty as to the current conditions can be made. This report should be considered subject to review by the controlling authorilies. ' ' T.H.E. Soils Co., Inc. W.O. 65030122 ~(' ' ' ~ 1 ~ ' , LJ ' , 1 ' ~ 1 ~ Ms. Yvette Anthony December 17, 2003 Page 6 LIMITATIONS This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. 1'he project architect or engineer should incorporate such in formation and recommendations into the plans, and take the necessary steps to see that the contractor and subcontractots carry out such recommendations in the field. This firm dces not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than ow own personnel on the site/ therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. The findings of this report are valid as of the report date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the fmdings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this teport is subject to review and revision as changed conditions are identified. T'his opportunity to be of service is sincerely appreciated. If you have any questions, please call. Very truly yours, T.H.E. Soils Company, Inc. ' ~oject Geologist ' ~~~~~~ ~ ~ e~Harri ' Project Manager ~ T.I~F~di~s~o~:jek W.0.650301.22 ~ ' Civil Engineer, Expires 12/31/05 ~1 1 1 1 I APPENDIX A ' ' ~ J ~ ' , ' ' ~ ' , ~ T.H.G. Soils Co., Inc. 1 References W.0.650301.22 ~ , ' ' REFERENCES , Farth Technics, 2003a, "Preliminary Sewage Disposal Investigation, 3-Lot Subdivision Single- Family Residences, Parcel 1, P.M. 8754, 5.0 Acres, A.P.N. 945-100-006, Avenida De San Pasqual, Temecula, California", dated January 23, 2003, Pmject No. 23121-02. , EaRh Technics, 2003b, "Preliminary Geotechnical Investigation, 3-I,ot Subdivision - Residential Development, Parcel 1, P.M. 8754, Avenida De San Pasqual, Temecula Area, Riverside County, ' California", dated January 21, 2003, Project No. 23121-01. ' ' ' ~ ' ' ' ' , ~ ' ' T.H.E. Soils Co.. Inc. W.O. 65030122 ~ ~ , ' , ' 1 , ' ' ' ~ 1 ' ~ 1 ~ ~ ' , T.H.E. Soils Co., Inc. APPENDIX B Laboratory Test Results W.0.650301.22 \~ , 1 ' , ' ' C~ ' , ' ' ' , ' u ' ' ' TABLEI Magimum Density/Optimum Moisture Description Lbs/Ft~ % Moisture 1 Light Bmwn Silty Sand 127.2 9.1 2 Dark Brown Silty Sand 121.5 123 3 Light Brown Sandy Silt 118.0 14.9 4 Light Bmwn Silty Sand 128.5 12.1 5 Light Brown Fine Silty Sand 119.8 12.9 6 Light Brown Silty Sand 114.4 13.8 TABLE II Eapansion Index Test Location Eapansion Indea Espansion Potential Pazcel 1 10 Very Low Pazcels 2& 3 15 Very Low ' T.H.E. Soils Co., Inc. W.0.650301.22 \\ ~J ' ' C , ~J ' ' ' ~ ' ' ' ' ~ , ' ~ ' T.H.E. Soils Co., Inc. APPENDIX C Results of Compaction Tests W.0.65030L22 v ~ ' 1 1 ' Job No. 650301.22 ' , ' ' ' ' ' ' ' i ' ' ' ' TABLE I RESULTS OF COMPACTION YVETTE ANTHONY DATE: DEC.2003 Test Test Elev / Moisture Unit Dry Rel. Soil Location No. Date Depth (ft.) Content (%) Density (PCF) Comp. (%) Type i 1 10/15/03 1216.0 8.5 12.8 97N 1 SEE PLATE 1 OF 1 2 10/15/03 1216.0 9.1 122.5 96N 1 SEE PLATE 1 OF 1 3 10(15/03 1218.0 7.5 115.7 91N 1 SEE PLATE 1 OF 1 4 10/15/03 1218.0 9.8 119.4 94N 1 SEE PLATE 1 OF 1 5 10/15/03 1220.0 7.8 118.7 93N 1 SEE PLATE 1 OF 1 6 10/15/03 1220.0 8.3 119.1 94N 1 SEE PLATE 1 OF 1 7 10/15/03 1222.0 7.6 123.5 97N 1 SEE PLATE 1 OF 1 8 10/15/03 1222.0 11.3 120.8 95N 1 SEE PLATE 1 OF 1 9 10/15/03 1224A 10.4 121.7 96N 1 SEE PLATE 1 OF 1 10 10/15/03 1224.0 9.4 120.7 95N 1 SEE PLATE I OF 1 11 10/15/03 1226.0 9.4 122.5 96N 1 SEE PLATE I OF 1 12 10/15/03 1226.0 9.4 1183 93N 1 SEE PLATE 1 OF 1 13 10/15/03 1228.0 10.7 119.4 94N 1 SEE PLATE 1 OF 1 14 10/15/03 1228.0 8.1 121.0 95N I SEE PLATE 1 OF 1 15 10/15/03 1230.0 8.1 123.1 97N _ 1 SEE PLATE 1 OF 1 16 10/15/03 1230.0 9.2 121.3 95N 1 SEE PLATE 1 OF 1 17 10/16/03 1232.0 6.5 1153 91N 1 SEE PLATE 1 OF 1 18 10/16/03 1232.0 6.0 119.0 94N 1 SEE PLATE 1 OF 1 17A 10/16/03 1232.0 9.1 123.9 98N 1 SEE PLATE 1 OF 1 18A 10/16/03 1232.0 7.9 120.4 95N 1 SEE PLATE 1 OF 1 19 10/16/03 1234.0 103 125.1 98N 1 SEE PLATE 1 OF 1 20 10/16/03 1234.0 10.2 122.1 96N 1 SEE PLATE 1 OF 1 21 10/20/03 1236.0 11.0 121.2 95N 1 SEE PLATE 1 OF 1 22 10/20/03 1236.0 10.1 119.3 94N 1 SEE PLATE 1 OF 1 23 10/20/03 1238.0 7.7 1203 95N 1 SEE PLATE 1 OF 1 24 10/20/03 1238.0 13.8 119.2 94N 1 SEE PLATE 1 OF 1 25 10/21/03 1240A 14.7 116.6 92N 1 SEE PLATE 1 OF 1 26 10/21/03 1240.0 10.7 122.2 96N 1 SEE PLATE 1 OF 1 27 10/22/03 1216.0 11.4 119.5 94N 1 SEE PLATE 1 OF 1 28 10/22/03 1216.0 11.0 116.5 92N 1 SEE PLATE 1 OF 1 29 10/22/03 1218.0 5.8 116.4 92N 1 SEE PLATE 1 OF 1 30 10/22/03 1218.0 15.3 111.4 88N 1 SEE PLATE 1 OF 1 I SEE PLANS FOR DETAILS ~ SGSand Cone ASTM D1556-64; DC-Drive Cylinder ASTM D2937-71; N-Nuclear ASTM D3017-93, and D2922-91; NG-Natural Ground + ' 85%= Passing Test; **-Test Failed, See Retest ~,3 ' , ' Job No. 650301.22 ' , ~ ' , ' , ' ' , 1 ' ' 1 ' TABLE I RESULTS OF COMPACTION YVETTE ANTHONY DATE: DEC.2003 Test Test Elev / Moisture Unit Dry Rel. Soil Location No. Date Depth (ft.) Content (°/a) Density (PCF) Comp. (%) Type 29A 10/22/03 1218.0 8.0 125.4 99N 1 SEE PLATE 1 OF 1 30A 10/22/03 1218.0 10.0 119.2 94N 1 SEE PLATE 1 OF 1 31 10/23/03 1220.0 8.4 120.1 95N 1 SEE PLATE 1 OF 1 32 10/23/03 1220.0 8.5 119.8 94N 1 SEE PLATE 1 OF 1 33 10/23/03 1222.0 11.4 118.0 93N 1 SEE PLATE 1 OF 1 34 10/23/03 1222.0 11.0 115.6 90N 1 SEE PLATE 1 OF 1 35 10/23/03 1204.0 11.1 124.9 98N 1 SEE PLATE 1 OF 1 36 10/23/03 1204.0 7.8 118.0 93N 1 SEE PLATE 1 OF 1 37 10/23/03 1204.0 121 119.6 94N 1 SEE PLATE 1 OF 1 38 10/24/03 1206.0 7.6 121.5 96N 1 SEE PLATE 1 OF 1 39 10/24/03 1206.0 8.7 124.0 98N 1 SEE PLATE 1 OF 1 40 10/24/03 1206.0 7.7 122.9 97N 1 SEE PLATE 1 OF 1 41 10/27/03 1208.0 7.3 1173 92N 1 SEE PLATE 1 OF 1 42 10/27/03 1208.0 7.6 121.5 96N 1 SEE PLATE 1 OF 1 43 10/27/03 1208.0 8.9 120.5 95N 1 SEE PLATE 1 OF 1 44 10/28/03 1210.0 8.1 118.0 93N 1 SEE PLATE 1 OF 1 45 10/28/03 1210.0 7.7 1203 95N 1 SEE PLATE 1 OF 1 46 10/28/03 1210.0 7.8 118.7 93N 1 SEE PLATE 1 OF 1 47 10/29/03 1208.0 12.9 119.9 94N 1 SEE PLATE 1 OF 1 48 10/29/03 1208.0 8.6 118.9 94N 1 SEE PLATE 1 OF 1 49 10/29/03 1210.0 13.4 116.1 91N 1 SEE PLATE 1 OF 1 50 10/29/03 1210.0 9.4 122.8 97N 1 SEE PLATE 1 OF 1 51 10/29/03 1189.0 12.8 117.9 93N 1 SEE PLATE 1 OF 1 52 10/29/03 1189.0 121 118.9 94N 1 SEE PLATE 1 OF 1 53 10/29/03 1191.0 13.0 122.1 96N I SEE PLATE 1 OF 1 54 10/29/03 1191.0 133 118.2 93N I SEE PLATE 1 OF I 55 10/29/03 1193.0 11.1 124.1 98N 1 SEE PLATE 1 OF 1 56 10/29/03 1193.0 10.1 125.1 98N 1 SEE PLATE i OF 1 57 10/30/03 1195.0 11.6 I 16.5 96N 2 SEE PLATE 1 OF 1 58 10/30/03 1195.0 8.4 120.8 95N 1 SEE PLATE 1 OF I 59 10/30/03 1195.0 10.5 11.3 92N 2 SEE PLATE 1 OF 1 60 10/30/03 1189.0 11.3 116.9 96N 2 SEE PLATE 1 OF 1 ' SEE PLANS fOR DETAILS SGSand Cone ASTM D1556-G4; DC-Drive Cylinder ASTM D2937-71; N-Nuclear ASTM D3017-93, and D2922-91; NG-Natural Ground + ' 85°/a= Passing Test'•-Test Failed, See Retest \R , ' ' Job No. 650301.22 ' ' ' ' ' , ' ' , , , , 1 1 TABLE I RESULTS OF COMPACTION YVETTE ANTHONY DATE: DEC.2003 Test Test Elev / Moisture Unit Dry Rel. Soil Location No. Date Depth (ft.) Content (%) Density (PCF) Comp. (%) Type 61 10/30/03 1189.0 11.6 110.7 91N 2 SEE PLATE 1 OF 1 62 11/3/03 1191.0 9.7 123.8 97N 1 SEE PLATE 1 OF 1 63 11/3/03 1191.0 10.9 117.2 92N 1 SEE PLATE 1 OF 1 64 11/4/03 1193.0 11.8 124.2 98N 1 SEE PLATE 1 OF 1 65 11/4/03 1193.0 9.2 124.9 98N 1 SEE PLATE 1 OF 1 66 11/4/03 1193.0 7.8 125.0 98N 1 SEE PLATE I OF 1 67 11/4/03 1195.0 10.6 121.9 96N 1 SEE PLATE 1 OF 1 68 11/4/03 1195.0 11.5 122.1 96N 1 SEE PLATE 1 OF 1 69 11/4/03 1195.0 83 124.2 98N 1 SEE PLATE 1 OF 1 70 11/4/03 1224.0 8.4 123.2 97N 1 SEE PLATE 1 OF 1 71 i l/4/03 1224.0 8.4 122.6 96N 1 SEE PLATE 1 OF 1 72 11/4/03 1226.0 7.4 124.6 98N 1 SEE PLATE 1 OF 1 73 11/4/03 1226.0 93 119.4 94N 1 SEE PLATE 1 OF 1 74 11/4/03 1228.0 103 120.2 94N 1 SEE PLATE 1 OF 1 75 I 1/4/03 1228.0 10.0 116.5 92N 1 SEE PLATE 1 OF 1 76 1 I/5/03 1230.0 9.1 123.8 97N 1 SEE PLATE 1 OF 1 77 11/5/03 1230.0 9.1 124.1 98N 1 SEE PLATE i OF 1 78 I 1/5/03 1232.0 7.3 118.6 93N 1 SEE PLATE 1 OF 1 79 11/5/03 1232.0 7.7 117.6 93N 1 SEE PLATE 1 OF 1 80 I 1/5/03 1234.0 8.7 125.5 98N 1 SEE PLATE 1 OF 1 81 11/5/03 1234.0 7.7 120.1 94N 1 SEE PLATE 1 OF 1 82 1 I/5/03 1236.0 7.7 126.2 99N 1 SEE PLATE 1 OF 1 83 11/5/03 1236.0 7.3 125.7 99N 1 SEE PLATE 1 OF 1 84 11/6/03 1238.0 5.6 115.6 90N I SEE PLATE 1 OF 1 85 11/6/03 1238.0 8.9 112.9 89N 1 SEE PLATE 1 OF 1 86 11/6/03 1238.0 49 124.3 98N 1 SEE PLATE 1 OF 1 87 1 t/7/03 1212.0 7.8 118.9 94N I SEE PLATE 1 OF 1 88 11/7/03 1212.0 10.2 126.9 99N 1 SEE PLATE 1 OF 1 89 11/7/03 1214.0 7.2 119.4 94N 1 SEE PLATE 1 OF 1 90 11/7/03 1214.0 7.7 125.1 98N 1 SEE PLATE 1 OF 1 91 11/7/03 1216.0 9.3 1213 95N 1 SEE PLATE 1 OF 1 92 ll/7/03 1216.0 73 121.2 95N 1 SEE PLATE 1 OF 1 ' SEE PLANS FOR DETAILS SC-Sand Cone ASTM DI556-64; DC-Drive Cylinder ASTM D2937-71; N-Nuclear ASTM D30I7-93, and D2922-91; NG-Natural Ground + ' 85%= Passing Test •'-Test Failed, See Retest l ~~ , , ' Job No. 650301.22 ' ' ' ' , ' , ' ' ' , ' ' ' ' TABLE I RESULTS OF COMPACTION YVETTE ANTHONY DATE: DEC.2003 Test Test Elev / Moisture Unit Dry Rel. Soil Location No. Date Depth (ft.) Content (%) Density (PCF) Comp. (%) Type 84A 11/7/03 1238.0 9.7 126.4 99N 1 SEE PLATE 1 OF 1 85A 11/7/03 1238.0 8.1 122.9 97N 1 SEE PLATE 1 OF 1 86A 11/7/03 1238.0 9.5 124.9 98N 1 SEE PLATE 1 OF 1 93 11/7/03 1240.0 9.8 116.9 92N 1 SEE PLATE 1 OF 1 94 11/7/03 1240.0 8.7 115.4 91N 1 SEE PLATE 1 OF 1 95 11/7/03 1240.0 11.4 116.2 91N 1 SEE PLATE 1 OF 1 96 11/10/03 FG 6.4 115.2 91N 1 SEE PLATE 1 OF 1 97 11/10/03 FG 7.9 120.2 95N 1 SEE PLATE 1 OF 1 98 11/10/03 FG 83 121.5 96N 1 SEE PLATE 1 OF 1 99 11/13/03 1198.0 7.2 122.2 96N 1 OFF-SITE 100 11/13/03 1198.0 7.5 118.9 94N 1 OFF-SITE 101 i l/13/03 1200.0 9.0 123.8 97N 1 OFF-SITE 102 I1/13/03 1200.0 83 123.5 97N 1 OFF-SITE 103 11/14l03 1202.0 11.4 1213 95N 1 OFF-SITE 104 11/14/03 1202.0 10.6 122.1 96N 1 OFF-SITE 105 11/14/03 1204.0 7.4 120.8 95N 1 OFF-SITE 106 11/14/03 1204.0 8.1 121.4 95N 1 OFF-SITE 107 11/14/03 1198.0 7.8 125.1 98N I OFF-SITE 108 1 U14/03 1198.0 9.0 120.4 95N 1 OFF-SITE 109 11/14/03 1200.0 8.2 124.6 98N 1 OFF-SITE I10 11/14/03 1200.0 7.8 121.7 96N 1 OFF-SITE I11 11/14/03 1202.0 7.8 126.0 99N 1 OFF-SITE 112 I1/14/03 1202.0 8.1 124.0 98N 1 OFF-SITE 113 11/17/03 FG 13.1 117.5 92N 1 SEE PLATE 1 OF 1 114 11/17/03 FG 8.4 121.7 96N 1 SEE PLATE 1 OF 1 115 11/17/03 FG 11.1 123.9 97N 1 SEE PLATE 1 OF 1 116 11/17/03 FG 10.4 119.8 94N 1 SEE PLATE 1 OF I 117 I1/17/03 FG 10.7 121.2 95N 1 SEE PLATE 1 OF 1 118 11/17/03 FG 9.1 120.2 95N 1 SEE PLAT'E 1 OF 1 119 11/17/03 FG 7.9 122.9 97N 1 OFF-SITE 120 11/17/03 FG 10.5 121.9 96N 1 OFF-SITE 121 11/17/03 FG 8.3 122.4 96N 1 OFF-SITE , SEE PLANS POR DETAILS SGSand Cone ASTM D1556-64; DC-Drive Cylinder ASTM D2937-71; N-Nuclear ASTM D3017-93, and D2922-91; NG-Naturel Ground + , 85%= Passing Test; **-Test Failed, See Retest ~~ , 1 , Job No. 650301.22 ' ' 1 , ~ ' ' ' ' , ' ' ' ' TABLE I RESULTS OF COMPACTION YVETTE ANTHONY DATE: DEC.2003 Test Test Elev / Moisture Unit Dry Rel. Soil Location No. Date Depth (ft.) Content (%) Density (PCF) Comp. (%) Type 122 Il/18/03 1208.0 7.3 117.5 92N 1 OFF-SITE 123 11/18/03 1208.0 9.6 123.8 97N 1 OFF-SITE 124 11/18/03 1210.0 10.7 124.5 98N 1 OFF-SITE 125 11/18/03 1210.0 8.2 125.6 98N 1 OFF-SITE 126 11/19/03 1212.0 7.6 116.6 92N 1 SEE PLATE 1 OF I 127 11/19/03 1212.0 7.9 118.7 93N 1 SEE PLATE 1 OF 1 128 11/19/03 1214.0 73 116.7 92N 1 SEE PLATE 1 OF I 129 11/19/03 1214.0 10.2 115.2 91N 1 SEE PLATE 1 OF 1 130 11/20/03 1216.0 8.1 113.0 96N 3 SEE PLATE 1 OF 1 131 11/20/03 1216.0 8.1 114.1 97N 3 SEE PLATE 1 OF 1 130A 11/21/03 1216.0 10.6 117.5 91N 4 SEE PLATE 1 OF 1 131A 11/21/03 1216.0 9.6 123.0 97N 1 SEE PLATE 1 OF 1 132 I 1/21/03 1216.0 7.3 122.7 97N 1 SEE PLATE 1 OF I 133 11/24/03 1204.0 7.5 122.0 96N 1 SEE PLATE 1 OF 1 134 11/24/03 1204.0 7.2 120.8 95N 1 SEE PLATE 1 OF 1 135 11/24/03 1206.0 9.6 120.4 95N 1 SEE PLATE 1 OF 1 136 11/24/03 1206.0 8.0 125.6 98N 1 SEE PLATE 1 OF 1 137 11/24/03 1208.0 9.7 121.4 95N 1 SEE PLATE 1 OF 1 138 11/24/03 1208.0 8.8 122.2 96N 1 SEE PLATE 1 OF I 139 11/25/03 1210.0 16.8 108.5 92N 3 SEE PLATE 1 OF 1 140 11/25/03 1210.0 12.5 114.7 94N 2 SEE PLATE 1 OF i l41 I 1/25/03 1210.0 9.9 ll5.7 91N 1 SEE PLATE 1 OF 1 142 11/26/03 1218.0 9.7 116.1 91N 1 OFF-SITE 143 ll/26/03 1218.0 8A 116.0 91N 1 OFF-SITE 144 11/26/03 1220.0 8.8 118.7 93N 1 OFF-SITE 145 11/26/03 1220.0 10.4 117.8 93N 1 OFF-SITE 146 12/1/03 1222.0 10.9 117.1 92N 1 OFF-SITE 147 12/1/03 1222.0 10.2 120.0 94N 1 OFF-SITE 148 12/1/03 1224.0 15.2 117.6 92N 4 OFF-SITE 149 12/1/03 1224.0 10.6 121.9 95N 4 OFF-SITE 150 12/1/03 1226A I5.1 112.7 96N 3 OFF-SITE 151 12/1/03 1226.0 14.2 116.3 99N 3 OFF-SITE I SEE PLANS FOR DETAILS SGSand Cone ASTM DI556-64; DC-Drive Cylinder ASTM D2937-71; N-Nuclear ASTM D3017-93, and D2922-91; NG-Natural Ground+ , 85%= Passing Test; *'-Test Pailed, See Retest ~~ 1 1 ' Job No. 650301.22 ' , ~ , ' ' ' ' ' 1 , ' 1 ' TABLE I RESULTS OF COMPACTION YVETTE ANTHONY DATE: DEC.2003 Test Test Elev / Moisture Unit Dry Rel. Soil Location No. Date Depth (ft.) Content (%) Density (PCF) Comp. (%) Type 152 12/2/03 1228.0 9.2 125.8 99N 1 OFF-SITE 153 12/2/03 1228.0 13.1 119.8 93N 4 OFF-SITE 154 12/2/03 1230.0 13.0 122.7 96N 4 OFF-SITE 155 12/2/03 1230.0 14.5 116.0 97N 5 OFF-SITE 156 12/3/03 1232.0 12.0 112.6 94N 5 OFF-SITE 157 12/3/03 1232.0 9.1 119.5 94N 1 OFF-SITE 158 12/3/03 1234.0 12.8 111.4 92N 2 OFF-SITE 159 12/3/03 1234.0 11.6 113.9 94N 2 OFF-SITE 160 12/3/03 FG 7.4 112.9 93N 2 OFF-SITE 161 12/3/03 FG 7.0 125.4 98N 4 OFF-SITE 162 12/4/03 FG 10.9 113.8 94N 2 OFF-SITE 163 12/4/03 FG 113 116.2 96N 2 OFF-SITE 164 12/4/03 FG 11.7 1143 94N 2 OFF-SITE 165 12/4/03 FG 12.1 115.4 95N 2 OFF-SITE 160A 12/9/03 FG ll.0 114.2 94N 2 SEE PLATE 1 OF 1 161A 12/9/03 FG 13.2 108.4 92N 3 SEE PLATE 1 OF 1 166 12/9/03 1223.0 133 114.0 94N 2 SEE PLATE 1 OF 1 167 12/9/03 1223.0 16.4 106.8 91N 3 SEE PLATE 1 OF 1 168 12/9/03 1225.0 8.6 1153 91N 1 SEE PLATE 1 OF 1 169 12/9/03 1225A 14.1 115.9 95N 2 SEE PLATE 1 OF 1 170 12/10/03 1223.0 8.1 119.4 94N 1 SEE PLATE 1 OF 1 171 12/10/03 1223.0 14.1 113.8 94N 2 SEE PLATE 1 OF 1 172 12/10/03 1225.0 11.4 110.2 91N 2 SEE PLATE 1 OF 1 173 12/10/03 1225.0 10.7 111.9 92N 2 SEE PLATE 1 OF 1 174 12/11/03 1233.0 7.9 114.5 90N 1 SEE PLATE 1 OF 1 175 12/I 1/03 1235.0 9.9 123.6 97N 1 SEE PLATE 1 OF 1 176 12/I1/03 FG 9.5 120.4 95N 1 SEE PLATE 1 OF 1 177 12/11/03 FG 111 109.9 90N 2 SEE PLATE 1 OF 1 178 12/11/03 FG 7.4 119.6 94N 1 SEE PLATE 1 OF 1 179 12/11/03 FG 7.1 115.3 91N 1 SEE PLATE 1 OF 1 180 12/11/03 FG 10.9 110.6 91N 2 SEE PLATE 1 OF 1 181 12/I I/03 FG 10.4 111.8 92N 2 SEE PLATE 1 OF 1 , SEE PLANS FOR DETAILS SGSand Conc ASTM DI556-G4; DC-Drive Cylinder ASTM D2937-71; N-Nuclear ASTM D3017-93, and D2922-91; NG-Namral Ground+ I' 85%= Passing Test, **-Test Failed, See Retest \~