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ANY dWOJ S.IOS oaoHol DS,,01OI,6. oON.O oM \ ''''''-~-~--~'~--_. - I I I I I I I I I I I I I I I I I I I Mr. Scott Woodside Craftsman Homes, LLC September 7, 2004 Page 2 Proposed Development The proposed development calJs for the addition and/or removal of soils to make design grade elevations in recently changed slopes. From an engineering standpoint, no structures are anticipated to be placed upon or influenced by these design changes, Site Description The subject property consists of ten irregular-shaped, large parcels of land located east of Crowne Hill Drive and north of Old Kent Road, in the city of Temecula in southwest Riverside County, California. The subject site is bound on alJ sides by existing residential developments, The geographical relationships of the site and surrounding area are depicted on our Site Location Map, Figure 1. TopographicalJy, the parcels typicalJy consist of low rolJing terrain with natural gradients that vary from approximately 4 to 40 percent. Lot 9 has moderately incised drainage courses running both northwest and northeast on the western side of the building pad, Lot 11 has a moderately incised drainage course running northwest on the eastern side of the building pad, Lot 12 has a moderately incised drainage course running northwest on the western side of the building pad, Lot 13 has a moderately incised drainage course running northeast on the south side of the building pad. Lot 14 has a moderately incised drainage course running northwest on the east side of the building pad. Lot IS has a moderately incised drainage course running northeast on the south side of the building pad, Overall relief on the subject site is approximately 102-ft. Prior to grading on-site vegetation consisted of a sparse low growth of annual weeds and grasses. Drainage on site is generalJy accomplished by sheetflow. GRADING PROCEDURES Prior to grading all vegetation was removed during clearing and grubbing operations and subsequently disposed of off-site. . " A keyway was established at the toe of all fill slopes (Lots 7, 9 & IS) with the outside edge of the keyway being founded a minimum of 2-ft into dense sedimentary bedrock units. The keyway was tilted a minimum of 2 percent into the slope with dense sedimentary bedrock exposed that was free of pinpoint pores and fine roots exposed throughout the keyway, The bottom of the keyway was scarified a minimum of 12-inches below the exposed surface, moisture conditioned to near optimum moisture, and recompacted to 90% of the dry density, as determined by ASTM D-1557. Any topsoiVcolluvial soils were completely removed during benching operations. Prior to fill placement all topsoiVcolluvial soils were removed a minimum of 3-ft below ground surface (Lots 8 & II) until medium dense to dense sedimentary bedrock was exposed that was free of pores and roots. Any topsoiVcolluvial soils were removed by benching during rough grading operations, T.H.E. SOILS COMPANY.INC. W, 0, No. 495J0l.22SG z. I I .. "'/" " '/} Ii /7 . '(~ I "'~,~ ,~r';::J '- 1_J-70/1~. D'j,_~~: ~:~~.~.l'-l/ -+ ;-. , N33"-31 ?' ~ . ~ / :.. ~. ,- ,~ - __J -.' .' I I ,. . ;.~ -"'~> , I I , , '. ,'- J ,(~ I PO' "- , I~ I I I I ~ ~~.. Co> o I . " I ,. ../ ~ \.. I ...1\ ~ \. \ \~ ~- Ind; n <,jC'v'- .... :. ,( ~ Bl"nal Grou ~:,.:.:..- "',__-'~' '~),.~~.:..~ 1:, ,.iU59 ~. "'X" j7 _,-. ). -Well ..-. .-. . . ._' / .. ,. --~ -.;e. _ \;'1' ..f"/ -j- ". ;-_'~~ ~;;.~ .. ....;.... I '\ 4"~~ / \ ::. --;,:P.:./'. . ~~? _'. ~~~';'<::::~_?' " 3-D TopoQuads Copyrigbt ~ 1999 DeLormt Yarmoutb. ME 04096 Sourte Data: USGS .-.:,' ~ ./ ,I ,'_ ~_::.::--:-:.".:-./_..J (0F-."l~ \;;' _.-~'::-.~~ / jr~. \,~.___~~>~:_ ~ '-F~'~'~ ~ -:,:--~~\.~""~ ~ -::-~ _":,\. \.- ft Salle: I : 22.400 Detail: 13..2 Datum: WGS84 .-,::. I I FIGURE 1 3 I I I I I I I I I I I I I I I I I I I Mr. Scott Woodside Craftsman Homes, LLC September 7, 2004 Page 3 Fill generated during rough grading operations was moisture conditioned to near optimum moisture, placed and recompacted to 90% of the dry density, as determined by ASTM D-I557. The materials used for fill consisted of onsite light brown to dark brown silty sands (Unified Soil Classification- SM) derived from onsite alluvial soils, colluvial soils and sedimentary bedrock. Fill placement and compaction was achieved utilizing a CAT 980 loader and a CAT D6 dozer. Moisture conditioning was accomplished utilizing a water truck. The fill was placed in 6 to 8-inch thick lifts and moisture conditioned with the water truck, as needed, to bring the material to near optimum moisture content, and was then properly compacted by wheel-rolling with the CAT 980 loader or by track-walking with the CAT D6 dozer. A minimum degree of compaction of 90% was required, as determined by ASTM 1557. Fill Placement Fill was placed in thin loose lifts approximately 6 to 8 inches thick, brought to near optimum moisture content and compacted to at least 90% relative compaction (ASTM DI557). Compaction was achieved by wheel-rolling with the CAT 980 loader or by track-walking with the CAT D6 dozer. The maximum laboratory dry densities, as determined by ASTM D1557-91 Test Method A (Appendix B, Table I), was utilized as the standard for field compaction control. Fill Soils Soils utilized for compacted fill typically consisted of onsite light brown to dark brown silty sands (Unified Soils Classification-SM), which were derived from the onsite colluvial soils and sedimentary bedrock materials. Test results are presented in Appendix C, Table I. TESTING PROCEDURES Field Density Testinl! Field density testing was performed in accordance with ASTM Test Method D2922-91 (nuclear gauge). Areas failing to meet the minimum compaction requirements were reworked and retested until the specified degree of compaction was achieved. The elevations and the results of the field density tests are presented in Appendix C, Results of Corn paction Tests, Table I. The approximate locations of the tests are shown on the Compaction Test Location Map, Plates 1-9. Maximum Density Determinations Maximum Density/Optimum Moisture deternIinations were performed in the laboratory on representative samples of onsite soils used in the fill operations. The tests were performed in ,,' accordance with ASTM DI557-9I, Test Method A, The test results, which were utilized in determining the degree of cornpaction achieved during fill placement, are presented in Appendix B, Table I. T.H.E. SOILS COMPANY, INC. w. o. No. 495301.22SG ~ I I I I I I I I I I. I I I I I I I I I Mr. Scott Woodside Craftsman Homes, LLC September 7, 2004 Page 4 RECOMMENDATIONS Proposed Function of Supplemental Fills It is anticipated that none of the cut or fills in this report will have any structure placed upon it. Therefore, no foundation recommendations are included in this report. Final Lot Disposition Supplemental grading included rebuilding of slopes with associated keYways at lots 7, 9, and 15 to meet new design grades. Minor fills were incorporated into lots 8 and II to meet new design grades, Cuts were made to slopes at lots 10-14 and 16 to meet new design grades. Slope Construction As per the referenced "Geotechnical Report of Rough Grading" dated January 28, 2003, we anticipate that all cut/fill slopes constructed at a 2: I (horizontal:vertical) slope ratio to a maximum height of 50-ft will be both grossly and surficially stable. Onsite cut and fill slopes were constructed at a 2: I (horizontal:vertical) slope ratio to maximum heights of35 and 15-ft, respectively. Fill slopes were constructed to near finish grade elevations and trackwalked with the bulldozer to achieve the desired compaction of +90% as determined by ASTM 1557-91. Utility Trench Backfill Utility trench backfill should be compacted to a minimum of 90% of the maximum dry density, as determined by the ASTM 1557 test rnethod. It is our opinion, that utility trench backfill consisting of onsite or approved sandy soils can best be placed by mechanical cornpaction to a minimum of 90% of the maximum dry density. All trench excavations should be conducted in accordance with Cal-OSHA standards, as a minirnum. Fill materials should be placed in 6 to 8-inch lifts, brought to near optimum moisture content and compacted to a minirnum of 90% of the maximum laboratory dry density, as determined by the ASTM 1557 test method. No rocks larger than 6-inches in diameter should be used as fill material. Rocks larger than 6-inches should either be hauled off-site or crushed to a suitable dimension and used as fill material. Surface Drainaee ," Surface drainage should be directed away from foundations of buildings or appurtenant structures. . All drainage should be directed toward streets or approved permanent drainage devices. Where landscaping and planters are proposed adjacent to foundations, subsurface drains should be provided to prevent ponding or saturation of foundations by landscape water. T.H.E. SOILS COMPANY,INC. W. O. No. 495301.22SG ~ II I I I I I I I I I I I I I I I I I I Mr. Scott Woodside Craftsman Homes, LLC September 7,2004 Page 5 Construction Monitorinl! Continuous observation and testing, by T.H.E. Soils Company, Inc. is essential to verifY compliance with recommendations and to confirm that the geotechnical conditions encountered are consistent with the recommendations of this report. T.H.E. Soils Company, Inc. should conduct construction monitoring, at the following stages of construction: . Following excavation offootings for foundations. . During fill placement. . During trench backfill operations. SUMMARY Our description of rough grading operations, as well as observations and testing services, were limited to those rough grading operations performed between June 14,2004 and September 1, 2004 and observed and tested by our field personnel. The conclusions and recommendations contained herein have been based upon our observation and testing 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. No conclusions or warranties are made for the areas not tested or observed. This report is based on information 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 authorities. 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. The project architect or engineer should incorporate such information and recommendations into the plans, and take the necessary steps to see that the contractor and subcontractors carry out such recommendations in the field. This firm does 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 our 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. This firm did not provide any surveying services at the subject site and does not represent that the building locations, contours, elevations, or slopes are accurately depicted on the plans or represented on the map. The fmdings 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. T.H.E. SOILS COMPANY,INC. W. O. No. 495301.22SG (p I I I I I I I I I I I I I I I I I I I Mr. Scott Woodside Craftsman Homes, LLC September 7,2004 Page 6 Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. This opportunity to be of service is sincerely appreciated. If you have any questions, please call. Very truly yours, T.H.E. Soils Company, Inc. John . eiuhart, RCE 23464 Civil Engineer, Expires 12-31-05 Vm~ -4~~ atlles R. Ha~?~ Project Manager JPF/JTR/JRH:jek ~ ~ \ T.H.E. SOILS COMPANY,INC. W. O. No. 495301.22SG 1- I I I I I I I I I I I I I I I I I I I APPENDIX A References T.H.E. SOILS COMPANY. INC. W. O. No. 49530] .22SG ~ I I I I I I I I I I I I I I I I I I I References Petra, 2003, "Geotechnical Report of Rough Grading, Estate Lots I through 28, Tract 26941, City ofTemecula, Riverside County, California," Job number 241-01, Dated January 28, 2003. ~ \\ T.H.E. SOILS COMPANY,INC. w. O. No. 495301.22SG <\ I I I I I I I I I I I I I I I I I I I APPENDIX B Laboratory Test ResuIts T.H.E. SOILS COMPANY, INC. W. O. No. 495301.22SG 'If) I I I I I I I I I I I I I I I I I I I TABLE I Maximum Density/Optimum Moisture % Type Description LbslFe Moisture I Dark Brown Silty Sand 122.7 13.7 On-Site 2 Dark Brown Silty Sand 124.9 10.0 On-Site ~. 4\ T.RE. SOILS COMPANY. INC. W. o. No. 495301.22SG '^ I I I I I I I I I I I I I I I I I I I APPENDIX C Results of Compaction Tests T.H.E. SOILS COMPANY,INC. w. O. No. 495301.22SG \1,.. I I I Job No. I I I I I I I I I I I I I I I I TABLE I RESULTS OF COMPACTION CRAFTSMAN HOMES-PAD EXTENSIONS 495301.22 CROWNE HILL DEVELOPMENT, WOLFE STREET. TEMECULA. CALIFORNIA DA TE:8/31104 Test Test Elev/ Moisture Unit Dry ReI. Soil Location No. Date Depth Content Density Cornp. Type (ft.) (%) (PCF) (%) I I 6/14/04 1245.0 12.1 115.3 94N 4 LOT 15 2 6/14/04 1245.0 13.0 113.2 92N 4 LOT 15 3 6/14/04 1247.0 14.3 111.8 91N 4 LOT 15 4 6/14/04 1247.0 11.7 110.7 90N 4 LOT 15 5 6/16/04 1249.0 12.8 110.5 90N 4 LOT 15 6 6/16/04 1251.0 13.6 120.6 98N 4 LOT 15 7 6/16/04 1251.0 12.8 110.8 90N 4 LOT 15 8 6/16/04 1253.0 13.3 115.7 94N 4 LOT 15 9 6/16/04 1255.0 12.9 117.2 96N 4 LOT 15 10 6/16/04 1257.0 13.S 117.1 96N 4 LOT 15 11 6/17/04 1257.0 14.2 120.0 98N 4 LOT 15 12 6/17/04 1257.0 13.8 119.2 97N . 4 LOT 15 13 6/17/04 1257.0 13.5 114.7 94N 4 LOT 15 14 6/17/04 1257.0 15.5 116.7 95N 4 LOT 15 15 7/30/04 1236.0 11.4 116.7 93N 7 LOT 9 16 7/30/04 1236.0 12.0 115.0 92N 7 LOT 9 17 7/30/04 1238.0 11.7 117.2 94N 7 LOT 9 18 8/2/04 1240.0 10.4 116.7 93N 7 LOT 9 19 812/04 1242.0 11.8 114.3 92N 7 LOT 9 20 812/04 1244.0 10.9 116.2 93N 7 LOT 9 21 8/3/04 FG 11.8 121.1 99N 4 LOT 15 22 8/3/04 FG 13.5 118.2 96N 4 LOT 15 23 8/3/04 FG 11.8 119.1 97N 4 LOT 15 24 8/3/04 FG 14.4 115.6 94N 4 LOT 15 25 8/3/04 1246.0 12.0 117.2 94N 7 LOT 9 26 8/3/04 1246.0. 10.5 113.4 91N 7 LOT 9 27 8/3/04 1248.0 9.4 118.1 95N 7 LOT 9 28 8/3/04 1248.0 10.8 112.9 90N 7 LOT 9 29 8/3/04 1250.0 11.3 114.6 92N 7 LOT 9 30 S/3/04 1250.0 10.3 114.8 92N 7 LOT 9 31 S/5/04 FG 12.5 117.4 96N 4 LOT 9 32 8/5/04 FG 13.0 116.9 96N 4 LOT 9 SEE PLANS FOR DETAILS SC-Sand 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 Failed, See Retest \~ II I I I I I I I I I I I I I I I I I I TABLE I RESULTS OF COMPACTION CRAFTSMAN HOMES-PAD EXTENSIONS Job No. 495301.22 CROWNE HILL DEVELOPMENT. WOLFE STREET. TEMECULA. CALIFORNIA DATE:S/31/04 Test Test Elev / Moisture Unit Dry ReI. Soil Location No. Date Depth Content Density Compo Type (ft.) (%) (PCF) (%) I 33 S/5/04 FG 9.S 113.7 91N 7 LOT 9 34 8/5/04 FG 8.6 114.6 92N 7 LOT 9 35 8/6/04 1222.0 10.0 114.0 91N 7 LOT7 36 8/6/04 1224.0 11.8 116.3 93N 7 LOT 7 37 S/9/04 FG 13.0 116.3 95N 4 LOT 7 3S 8/9/04 1225.0 14.0 115.2 94N 4 LOT 7 39 8/9/04 1225.0 15.0 116.8 94N 7 LOT 7 40 8/9/04 1229.0 11.9 117.9 94N 7 LOT 7 41 8/9/04 1231.0 12.1 116.2 93N 7 LOT 7 42 8/1 0/04 1232.0 11.8 116.8 94N 7 LOT 7 43 S/10/04 1234.0 10.8 117.3 94N 7 LOT 7 44 8/10/04 1235.0 12.S 115.8 93N 7 LOT 7 45 S/10/04 1235.0 13.1 114.9 92N 7 LOT 7 46 8/10/04 1236.0 11.9 112.6 90N 7 LOT 7 47 8/10/04 1237.0 12.S 112.0 90N 7 LOT 7 48 8/11/04 FG 11.5 113.1 91N 7 LOT 7 49 8/11/04 FG 12.0 112.9 90N 7 LOT 7 50 8/19/04 1233.0 12.8 116.0 95N 4 LOTII 51 8/19/04 1235.0 12.5 116.7 95N 4 LOT 11 52 S/19/04 1237.0 13.4 115.0 94N 4 LOT II 53 8/19/04 FG 13.9 114.6 93N 4 LOT 11 54 8/19/04 FG 14.2 111.0 91N 4 LOTII 55 9/1/04 1212.0 9.9 118.2 95N 7 LOT 8 56 9/1/04 1214.0 9.1 117.9 94N 7 LOTS 57 9/1/04 1215.0 10.2 116.9 94N 7 LOTS 58 9/1/04 FG 9.3 117.4 94N 7 LOT 8 SEE PLANS FOR DETAILS SC-Sand 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 ~