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HomeMy WebLinkAboutTract Map 9833 Lot 8 Compaction Report Driveway Paving . J . . I"R q~ \....c\ g 1\LPINE ENGINEERING P.O. Box 2155 i\lpine, California 91903 Technical Assistance (619) 445-2024 SOIL ENGINEERING CIVIL ENGINEERING Surveyin9 Subdivisions California Civil Engineer RCE 27697 January 12, 2006 Rob Connors 31011 Jedediah Smith Road Temecula, Ca. Dear Mr. & Mrs. Connors; Subject: COMPACTION REPORT for Driveway Paving 31011 Jedediah Smith Road Temecula Lot No. B of Tract Map No. 9833 In accordance with your request, this report has been prepared to present the results of the field observations and relative compaction tests performed at the subject site by this firm. These services were per formed between January 10, 2006 and January 12, 2006. SITE DESCRIPTION The Subject site is an irregularly shaped 3 plus acre parcel of land locat.ed on the Easterly side of Jedediah Smith Road in the City of Temecula, California. The house on said property is located in the Easterly central portion of the parcel approximately 200 feet from the edge of Jedediah Smith Road. Prior to the grading operation presented in this report the grading area was a vacant portion of the property with sloping terrain of about 5%, with no rock outcroppings in the pad area. No Existing vegetation exists in the driveway area because of the prior grading of the existing house is currently under construction. \ --~,._. , , '. . 31011 Jedediah Smith Road Page 2 January 12, 2006 PROPOSED GRADING AND CONSTRUCTION This report is to address the compaction of the Driveway and associated parking. All Grading and trench backfill was complete prior to this engineers arrival on-site. FIELD OBSERVATION AND TESTING Observations and field density tests were performed by a representative of Alpine Engineering, to verify the Compaction of utility trench back fill and driveway surface compaction. The density tests were taken according to A.S.T.M. Test 1556-91 and the results of these tests are shown on the attached plates. CONCLUSIONS The following conclusions and recommendations have been based upon our analysis of the data available from the testing of the soils compacted on this site. Included in these analysis are our visual inspection of the grading operation while in progress, field and laboratory testing of the typical bearing soil and our general knowledge and experience with the natural ground soils and compacted fill soils on this site. 1. The soils material utilized for the grading operation were from existing on-site materials that may have been imported during the original grading of the house pad. These materials consist primarily of Silty, Coarse Sandy D.G. 2. Shallow foundations may be used for the support of the proposed structure. The footings should have a minimum depth below Pad Grade of *12 inches for one story structure and 16 inches for a two story structure. A minimum width of 12 inches for continuous footings and 24 X 24 X 18* inches for isolated footings is recommended. fF- ~-.~~--:--l- , . . 31011 Jedediah Smith Road Page 3 January 12, 2006 A bearing capacity of 2000 psf may be assumed for said footings. This bearing capacity may be increased by one-third when considering wind and/or seismic forces. Footings located adjacent or within slopes should be extended to such that a minimum distance of seven feet exists between the face of the slope and the footing. Retaining wall footings adjacent or within slopes should be individually reviewed by this office. 3. The concrete slab-on-grade should be a minimum of 5 inches in thickness of 2500 psi mix and be underlain by a 4 inch blanket of clean Poorly Graded Sand or Clean Native Material. The slab or driveway should be reinforced with No. 3 bars @ 24" O.C. in each direction. However, it is imperative that the rebar be placed approximately at the middle of the slab. The reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. Where moisture sensitive floor coverings are planned, a visqueen barrier should be placed in the middle of a blanket of clean Poorly Graded Sand or Clean Native Material. 4. It is our understanding that any building will be constructed utilizing conventional type foundations, footings and conventional type building materials in conformance with the Uniform Building Code, 1997 edition. 5. Compacted fill soils that occur within 7 feet of the face of slope possess poor lateral stability, even though they have been certified to a relative compaction of 90 percent or better. Proposed structures and other improvements that are located within 7 feet of the face of compacted fill slopes could suffer differential movement as a result of the poor lateral stability of these soils. z. ".~~ ' . . 31011 Jedediah Smith Road Page 4 January 12, 2006 6. Therefore, foundations and footings for the proposed structures or other improvements should be placed at least 7 feet back from the top of these slopes. Foundations placed closer to the top of slope than 7 feet should be deepened such that the face of foundation at the level of the bottom is at least 7 feet back from the face of slope at that level. 7. Adequate measure shall be undertaken to properly finish grade the site after the structures and other improvements are in place, such that the drainage waters from within the site and the adjacent higher properties are directed away from the foundations, footings, floor slabs and tops of slopes via surface swales and subsurface drains towards the lower level of the building site onto the natural drainage direction for this area. Proper surface and subsurface drainage will insure that no water will seek the level of the bearing soils under the foundations, footings and floor slabs which could result in undermining and differential settlement to the structures and other improvements. 8. Drainage should be maintained such that surface waters are not permitted to flow over the top of exposed fill slopes. 9. Water should not be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from the structures and the top of slopes into swales or other controlled drainage devices. 10. The results of our test and observations indicate that the fill soils placed on the subject site have been compacted to at least 90 percent of maximum dry density. 3 r . . 31011 Jedediah Smith Road Page 5 January 12, 2006 12. All statements, recommendations and conclusions made in this report are applicable only for grading operation which we inspected and are representative of the site at the time our report was prepared. The Engineer is not to be responsible for fill soils placed at a future time or subsequent changes to the site by others which directly or indirectly cause poor surface or subsurface drainage and/or water erosion which could alter the strength of the compacted fill soils. If you have any question concerning this letter, please feel free to call me at your earliest convenience. Sincerely, ~~~~ Wallace M. Beron Civil Engineer R.C.E. 27697 ~ , . . 31011 Jedediah Smith Road Page A-I January 12, 2006 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the fill materials as determined by the A.S.T.M. 1557-91, Method A, which uses 25 blows of a 10 pound hammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder, are presented as follows: Soil Description Maximum Dry Density Optimum Moisture 1. Light-Brownish, Silty Coarse Sandy D.G. 138.0 7.0 s ,- , . . 31011 Jedediah Smith Road Compaction/Inspection Report Continued: January 12,2006 PAGE "A-2" TABLE OF FIELD DENSITY TEST RESULTS A.S.T.M. 1557-91 Soil Elevation Field Moisture Maximum Dry Percent Test Type Of Fill at % dry Wt. Dry Density Compaction No. test In Density Lb./ Cll.ft. feet Lb./ Cll.ft. I 1 -2 8.7 138.0 133.2 96.5 2 1 F.G. 7.1 138.0 134.6 97.5 . 3 1 -2 9.6 138.0 132.3 95.9 4 1 F.G. 7.8 138.0 134.0 97.1 <e