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HomeMy WebLinkAboutTract Map 3883 Lot 339 Certification of Compacted Fill o RECEIVED JUN 1 6 2003 CITY OF TEMECULA ENGINEERING DEPARTMENT June 16,2003 Project No. CE-6932 -m. 1!'83 I-toT 3~l\ NORTH COUNTY' COMPACTION ENGINEERING, INC. Don & Betsy Marino 2533 Green Top St. Lakewood, CA 90712-3609 Subject: Report of Certification of Compacted Fill Ground Proposed Single Family Dwelling 40655 Calle Torcida Lot 339 ofTR 3883 Temecula, California APN #919-170-003 Reference: "Geotechnical Feasibility Study" prepared by EnGen Corporation dated February 28, 2003 Dear Mr. & Mrs. Marino: In response to your request, the following report has been prepared to indicate results of soil testing, observations, and inspection of earthwork construction at the subject site. Testing and inspection services were performed from June 6, 2003 through June 13,2003. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore, we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading plans were prepared by Manning Engineering ofTemecula, California. Grading operations were performed by Larry Pearson ofFallbrook, California. Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch". P. O. BOX 302002 . ESCONOIDO, CA 92030 . (760)480-1116 FAX (760)741-6568 \ o o NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6932 Page 2 Grading operations were performed in order to create a level building pad to accommodate the proposed single family dwelling. Should the finished pad be altered in any way, we should be contacted to provide additional recommendations. The site was graded in accordance with recommendations set forth in the above referenced soils report by EnGen Corporation. The site was graded to approximately conform to project plans. Actual pad size and elevation . may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soils samples were collected and returned to the laboratory for testing. Optimum moisture - maximum density tests were performed in accordance with ASTM 0-1557 and are tabulated on the attached Plate No. Two entitled, "Tabulation of Test Results". SOIL CONDITIONS Native soils encountered were silty-sands. Fill soils were generated from the on-site excavation. The building site contained a transition from cut to fill. However, cut areas located within the building area were over excavated a minimum of3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond the exterior building perimeter. Hence, no consideration need be given this characteristic. On-site soils were found to have an expansion index ofless than 5 and are classified as being "very low" in expansion potential. (Expansion index from above referenced report by EnGen Corporation. ) During earthwork construction, native areas to receive fill were scarified, watered, and compacted to a minimum of ninety percent (90%) of maximum density: The key was approximately 15 feet wide, a minimum of 4 feet in depth, and inclined into the slope. Subsequent fill soils were placed, watered, and compacted in 6 inch lifts. Benches were constructed in natural ground at intermediate levels to properly support the fill. To determine the degree of compaction, field density tests were performed in accordance with ASTM 0-1556 or 0-2922 at the approximate horizontal locations designated on the attached Plate No. One z.. o o NORTH COW'ITY COMPACTION ENGINEERING. INC. Project~0.C~6932 Page 3 entitled, "Test Location Sketch". A tabulation of test results and their vertical locations are presented on the attached Plate ~o. Two entitled "Tabulation of Test Results". Fill soils found to have a relative compaction ofless than ninety percent (90%) were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS 1.) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2.) Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted within 30 days with light groundcover (no gorilla ice plant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. Our slope stability analysis was performed utilizing "Taylor's Charts" for cut and compacted fill slopes and a safety factor of 1.5. 3.) In our opinion, soil liquefaction at the site is unlikely to occur due to the following on-site soils conditions: A). Groundwater was not encountered at the time of grading. B). Fill ground and loose topsoils were compacted to a minimum of ninety percent (90%) of maximum dry density. C). The dense nature of the formation underlying the site. 4.) Continuous footings having a minimum width of 12 inches and founded a minimum of 12 inches and 18 inches below lowest adjacent grade for one and two stories, respectively, will have an estimated allowable bearing value of 1500 pounds per square foot. . s.) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. .3 o o NORTH COOI'fTY COMPACTION ENGINEERING, INC. Project No. CE-6932 Page 4 6.) All foundations should be constructed in accordance with the recommendations presented in the Geotechnical Study by EnGen Corporation dated February 28, 2003. Based on the soils report by EnGen Corporation, the prevailing on-site soils do not contain excessive amounts of soluble sulfates. Therefore, normal Type IT cement may be utilized for foundation construction. 7.) Plumbing trenches should be backfilled with a non-expansive soil having a swell ofless than two percent (2%) and a minimum sand equivalent of30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90%). 8.) Completion of grading operations were left at rough grade. Therefore, we recommend a landscape architect be contacted to provide fmish grade and drainage recommendations. Drainage recommendations should include a minimum fall of two percent (2%) away from foundation zones. To further protect water penetration of the zone, rain gutters should be installed to divert run-off. Landscape planter areas within 4 feet of the foundation should be avoided and/or designed with sealed bottoms and a drain system. 9.) Unless requested, recommendations for future improvements (additions, pools, recreation slabs, additional grading, etc.) were not included in this report. Prior to construction, we should be contacted to update conditions and provide additional recommendations. Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. Foundation recommendations presented in this report should be considered minimal. Therefore, we recommend the project architect and structural engineer review this report to assure recommendations presented herein will be suitable with regard to the type of construction planned. In the event a future swimming pool is constructed, we should be contacted to inspect the pool excavation to assure that adverse soil conditions do not exist. ' UNCERTAINTY AND LIMITATIONS It should be noted, foundation inspections on projects located within the 9ity ofTemecula jurisdiction may not require inspection by our firm. Therefore, the project owner and/or the 4. (\ u o NORTH COW'tTV COMPACTION ENGINEERING, INC. Project~0.CE-6932 Page 5 general contractor may waive the inspection and assume responsibility to assure that all recommendations presented in this report are incorporated into the construction phase of the project. However, North County COMPACTION ENGINEERING, INC. cannot assume liability for projects not inspected by our firm. In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of$]80.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase, $130.00 for each additional inspection will be invoiced. (Same applies for pool excavation inspections.) It is the responsibility of the owner and/or his representative to carry out recommendations set forth in this report. The City of Temecula is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL-OSHA and/or local agencies. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMPACTION ENGINEERING, INC. ~ A:.e:z ./ Ronald K. Adams President ~ RKA:paj cc: (4) submitted s -" NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING CALLE TORCIDA TEUECULA, CALIFORNIA --- (~~J. APPROX. SCALE 1" = 30' ) a> , /' r'~ ,) L'~ ..) Ill':!! -0-001=. ~ -... 'l! .'<a!"~"'T"""wI!.~ . ---- ' I. - 7} . / ..< .' f.,ISTflUG.T..FCC _:.. J~-:.:MP.~.. IlL C.o,T;-;-r17.:/P7- ,.,.,. ---- .1"..1.,"'- -- --..I....+~qo.'ll - . ~---+.or~ _~~~ -- " 1>-, , . __..:, 2 Ih'.r.' ',. 14,' ~" .: :'l ~ CALLE <t~ .. _I~:-I TORCIDA. TEST LOCATION SKETCH PROJECT NO.CE-6932 PLA TE No. ONE t;, o () I"IORTH COW'ITV COMPACTION ENGINEERING, INC. Test # Date Horizontal Vertical Field Moisture Dry Density Soil' Percent of Location Location % Dry WI. LB Cu. Ft. Type Compaction I 06/06/03 See 94.0 11.2 122.3 I 92.3 2 .. Plate 96.0 10.6 124.3 I 93.8 3 .. One 95.0 11.2 123.5 I 93.2 4 06/09/03 .. 98.0 10.4 123.5 I 93.2 5 .. " 100.0 10.9 125.8 I 94.9 6 .. " 99.0 11.2 126.2 I 95.2 7 06/11/03 .. 102.0 12.4 121.8 I 91.9 8 .. " 104.0 13.1 124.5 I 93.9 9 .. " 103.0. 12.5 122.3 I 92.3 10 " 105.0 11.8 125.0 I 94.3 11 06/13/03 .. RFG 11.8 125.9 I 95.0 12 .. " RFG 12.3 123.1 I 92.9 13 .. " - 1..5 11.4 122.8 I 96.6 14 .. " RFG 12.5 123.4 I 93.1 15 .. " - 1.5 12.1 121.8 I 91.9 16 .. " RFG 10.9 121.6 I 91.7 REMARKS: RFG = Rough Finish Grade OPTIMUM MOISTUREIMAXI~ DENSITY SOIL DESCRIPTION :D::fE MAX DRY DENSITY (LB. CD Ff) OPT. MOISTURE (% DRY WT) Brown Silty Sand I 132.5 09.3 PROJECT NO. CE-6932 PLATE NO. TWO 1 ~ ~