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1996-4908 G Street Address ¥l ~ -ç . .--~_._---~_._._- I 51 &L(( Category Serial # LfO¡ 0 g ~ Name /G-ì " Description Year Plan cK. # ~~^,.j"<",, , NORTH COUNTY COMPACTION ENGINEERING, INC. October 7, 1997 Project No. CE-5331 Anita Schnadig 1234 Caminito Gracifla Olivenhain, CA, 92024 Subject: Report of Certification of Compacted Fill Ground Proposed Schnadig Residence Lot #4 of Map 13320 Double LL Ranch Road Olivenhain, California (APN 264-240-03) Dear Ms. Schnadig: 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 September 10, 1997 through October 2, 1997. Briefly, our fmdings 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 provided by Wayne Pasco of Solana Beach, California. Grading operations were performed by LK. Yokum of Fallbrook, California. Reference is made to our previously submitted report entitled, "Preliminary Soils Investigation", dated October 24, 1996. 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 . ESCONDlDO, CA 92030 . (760) 480-1116 NORTH COUNTY COMPACTION ENGINEERING, INC. October 7, 1997 Project No. CE-5331 Page 2 Grading operations were performed in order to create a level building pad to accommodate both raised floor foundations (house) and slab on grade construction (garage). 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 our previously submitted report. 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. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture/Maximum Density (ASTM D-1557) 2. Expansion Potential Test (FHA Standard) SOIL CONDITIONS Native soils encountered were clayey-sands, silty-clays, and fay clays. Fill soils were generated from 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 of 3 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. Expansive soils were observed during grading and exist at finis~ grade. Therefore special recommendations will be necessary to reduce the probability of structural damage. The key was approximately 25 feet wide and varied between 2 and 4 feet in depth, and inclined into the slope. During earthwork construction, native areas to receive fill were scarified, watered, and compacted to a minimum of ninety percent (90%) of maximum density. 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 D-1556 or D-2922 at the approximate P.o. BOX 302002 . ESCONDIDO, CA 92030 (760) 480-1116 . . NORTH COUNTY COMPACTION ENGINEERING, INC. October 7,1997 Project No. CE-5331 Page 3 horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch". A tabulation oftest results and their vertical locations are presented on the attached Plate No. Two entitled "Tabulation of Test Results". Fill soils found to have a relative compaction ofless the ninety percent (90%) were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as economically feasible as possible, part-time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project. 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 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. 3). Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade, will have an estimated allowable bearing value of 800 pounds per square foot. 4). 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. 5). Plumbing trenches should be backfilled with a non-expansive soil having a swell of less than two percent (2%) and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90%). 6). 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. P.o. BOX 302002 . ESCONDIDO, CA 92030 (760) 480-1116 . . NORTH COUNTY COMPACTION ENGINEERING, INC. October 7,1997 Project No. CE-5331 Page 4 7). Completion of grading operations was left at rough grade. Therefore, we recommend a Landscape Architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include a two percent (2%) minimum fall away from all foundation zones. 8). Expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive sub grade and foundation movement. Therefore, 'Recommendation 6B2 Foundations" of our Preliminary Soils Report dated October 24, 1996, should be incorporated into the design and construction phases of the proposed foundation(s). 9). Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent (5%). Prior to pouring of concrete, North County COMPACTION ENGINEERING, INc. Should be contacted to inspect foundation recommendations for compliance to those set forth. During placement of concrete North County COMPACTION ENGINEERING, INc. And/or a qualified concrete inspector should be present to document construction of foundations. UNCERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of $170.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase, $120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and/or his representative to carry our recommendations set forth in this report. San Diego County 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 P.O. BOX 302002 . ESCONDIDO, CA 92030 (760) 480-1116 . . NORTH COUNTY COMPACTION ENGINEERING, INC. October 7, 1997 Project No. CE-5331 Page 5 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. ~~-~ Ronald K. Adams President RKA:kla cc: (3) submitted ad Dale R. Regli Registered Civil Geotechnical Engineer P.O. BOX 302002 . ESCONDIDO, CA 92030 (760) 480-1116 " NORTH COClNlY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SCHNADIG RESIDENCE DOUBLE LL RANCH OLIVENHAIN, CALIFORNIA ¡¡þ,O \/(>16 ,1"¡2.1 e.rl G'-d °...... '2O€>r11 %00'2- 60""G ~ ~. .... ~' U) 0 . ~ ~ rt - \ TEST LOCATION SKETCH PROJECT No. CE-5331 PLA TE No. ONE ce. j ~ I No Scale . t NORTH COUNTY COMPACTION ENGINEERING, INC. Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 1 09/10/97 See 179.0 18.3 105.1 I 91.0 2 Plate 180.0 16.4 108.9 I 94.3 3 One 181.0 16.2 107.3 I 92,9 4 09/11/97 " 182.0 15.0 104.7 I 90.6 5 " 182.0 14.6 108.2 I 93.7 6 " 184.0 16.3 107.7 I 93.2 7 09/12/97 181.0 12.7 105.2 I 91.1 8 " " 183.0 13.4 106.3 I 92,0 9 182.0 14.2 107.0 I 92.6 10 " " 183.0 13.0 105.6 I 91.4 II 09/15/97 185.0 13.7 110.5 III 91.3 12 " " 187.0 14.6 109.7 III 90.7 13 " 188.0 15.4 112.3 III 92.8 14 09/16/97 " 189.0 15.3 106.1 I 91.9 15 " " 190.0 14.7 107.7 I 93.3 16 " " 189.0 14.4 108.7 I 94.1 17 " " 191.0 15.,1 108.2 I 93.7 18 09/17/97 " 189.0 18.8 105.9 II 90.5 19 " " 190.0 19.3 105.5 II 90.2 20 09/19/97 189.0 21.1 110.0 III 90.9 21 " 190.0 20.4 111,2 III 91.9 22 " 189.0 19.3 109.9 III 90,8 23 " 190.0 18.6 108.9 III 90,0 24 09/23/97 189.0 18.8 107.6 II 92.0 25 " 190.0 19.3 105.4 II 90.1 26 " 189.0 19.4 105.7 II 90.3 27 09/29/97 " 188.0 20.3 109.3 III 90.3 28 " 189.0 20.8 109.7 III 90.7 29 " " 188.0 19.7 110.9 III 91.7 30 09/30/97 " 189.0 20.7 110.3 III 91.2 31 " " 188.0 21.4 110.7 III 91.5 32 " " 189.0 21.7 109.1 III 90.2 33 " 188.0 20.1 109.7 III 90.8 34 10/02/97 " 190.0 RFG 20.7 108.9 III 90.0 35 " 190.0 RFG 19.6 109.4 III 90.4 36 " " 190.5 RFG 21.0 106.6 I 92.3 37 " 190.0 RFG 18.2 109.9 III 90,8 REMARKS: RFG = Rough Finish Grade PROJECT NO. CE-S331 PLATE NO. TWO . . TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CD. FT) (% DRY WT) I 115.5 15.0 II 117.0 13.6 , . NORTH COUNTY COMPACTION ENGINEERING, INC. TABULA ~ OF TEST RESULTS OPTIMUM MOISTUREIMAXIMUM DENSITY SOIL DESCRIPTION Brown Gray Silty-Clay Mottled Rust & Light Green Clayey-Sand Beige Brown Silty- Sandy Clay (blend) III 121.0 EXPANSION POTENTIAL SAMPLE NO. CONDITION INITIAL MOISTURE (%) AIR DRY MOISTURE (%) FINAL MOISTURE (%) FINAL DRY DENSITY (PCF) LOAD (PSF) SWELL (%) EXPANSION INDEX III Remold 90% 13.0 09.8 23.6 108.9 150 10.3 103 PROJECT NO. CE-5331 PLATE NO. THREE P.O. BOX 302002 . ESCONDIDO, CA 92030 (760) 480-1116 13.3