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1992-2943 CN/G/PE Street Address Category Serial # Name Description Plan ck. # Year HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY July 1, 1997 Project No. 1862.1 Log No. 4187 Mr. Tom Swallows 699 N. Vulcan Ave., #105 Encinitas, California ;JUL � 3 199 Subject: GEOTECHNICAL UPDATE r Proposed Single- Family Residence - Parcel 2, Map 16236 392 Hermes Avenue L eucadi-a, California Reference: "Geotechnical Investigation and Percolation Testing, Hermes Property, Parcel 2, Map 16236, Encinitas, California," by Hetherington Engineering, Inc., dated September 26, 1991. Dear Mr. Swallows: In accordance with your request, we have performed a site reconnaissance of the subject property and reviewed the referenced report. Our site visit indicates the lot is in essentially the same condition as it appeared at the time of our work in 1991. The site is presently vacant and mantled by a sparse cover of seasonal weeds and grasses. Based on our recent site visit and review of our previous geotechnical work relative to the property (see Reference), it is our opinion that the lot is suitable for the proposed development and that the conclusions and recommendations contained in the referenced report remain applicable. Grading and foundation plans should be reviewed by the Geotechnical Engineer to confirm conformance with the recommendations contained in the referenced report. This opportunity to be of service is appreciated. If you have any questions, please contact our Carlsbad office. Sincerely, HETHERIN G G INC. FESSI NETHFR'4C� �� e �N`! Cp Civil En i eer 30488 s z m D ivil En OH 4 19 7 y No. 397 a No. 2346 2 g w M C 3 ,,, Geotechnical Engineer 3 UP. Date Geotechnical Engineer 23 P• Date (expires 3/31/00) a`� ��+ (expires 3/31/00) CtA TECA�Fn A Q ` � OF C \E�� O 5245 Avenida Encinas, Suite G • Carlsbad, CA 92008 -4369 • (760) 931 -1917 • Fax (760) 931 -0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675 -3610 • (714) 487 -9060 • Fax (714) 487 -9116 GEOTECHNICAL INVESTIGATION AND PERCOLATION TESTING Hermes Property Parcel 2, Map 16236 Encinitas, California FEB 1 4 N HETHERINGTON ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS September 26, 1991 Project No. 703.1 Mr. Michael T. Kassinger 431 S. Palm Canyon Drive, Suite 101 Palm Springs, CA 92262 Subject: GEOTECHNICAL INVESTIGATION AND PERCOLATION TESTING Hermes Property Parcel 2, Map 16236 Encinitas, California References: Attached Dear Mr. Kassinger: In accordance with your request, we have performed a geotechnical investigation and percolation testing at the subject site. Our work was performed in August and September 1991. The purpose of our investigation was to evaluate geologic and soil conditions and provide grading and foundation recommendations for the proposed construction of a new residence. Percolation testing was performed to provide data for the design of an on -site storm water disposal system. To assist with our investigation, we were provided with a grading plan prepared by Sowards and Brown Engineering, Inc. (see References). With the above in mind, our scope of work included the following: • Research and review of available pertinent geotechnical reports and plans (see References); • Subsurface exploration consisting of three test trenches for subsurface sampling and geologic mapping, and an additional two shallow trenches for percolation testing; • Percolation testing; • Laboratory testing; • Engineering and geologic analyses; • Preparation of this report providing the results of our field and laboratory work, analyses, and our conclusions and recommen- dations. 5245 AVENIDA ENCINAS • SUITE G • CARLSBAD, CALIFORNIA 92008 • (619) 931 -1917 GEOTECHNICAL INVESTIGATION Project No. 703.1 September 26, 1991 Page 2 SITE DESCRIPTION The subject property consists of an approximately 7400 square foot lot accessible by a private road easement from Hermes Avenue in the City of Encinitas, California (see Plot Plan, Figure 1). The site is bounded by residential properties to the north, east, and south, and by a construction materials yard to the west. The private.road easement from Hermes Avenue intercepts the subject property in the northeast corner. Topographically, the site is relatively level, descending approximately 3 feet in elevation across the site in a westerly direction. The surrounding residential properties are topographically similar to and continuous with the subject site. A masonry retaining wall exists at the western property boundary of the subject site. The elevation of the eastern portion of the contiguous materials yard is approximately 4 -1/2 feet lower than the western portion of the subject lot. The retaining wall also supports an existing enclosed structure within the materials yard. Currently, the subject site is vacant and covered with weeds and debris. PROPOSED DEVELOPMENT According to the referenced plan and discussions with representatives of Sowards and Brown Engineering, Inc., a single - story, wood - frame, single - family residence is proposed for the site. We understand that the structure will be supported by conventional continuous /spread footings with slab -on -grade floors. Building loads are expected to be typical for this type of relatively light construction. The referenced grading plan indicates that the proposed grading will consist mainly of the creation of a building pad and the improvement of surface drainage. No major changes in elevation are anticipated. We also understand that horizontal seepage pits are planned for the disposal of storm water. SUBSURFACE EXPLORATION Subsurface exploration consisted of excavating three test pits to depths ranging from 6 -1/2 to 8 feet. The approximate locations of the test pits are shown on the attached Plot Plan, Figure 1. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 703.1 September 26, 1991 Page 3 The test pits were continuously logged during excavation by an engineer from this office, who visually classified the soil (Unified Soil Classification System), and obtained bulk and relatively undisturbed samples for laboratory testing. The Test Pit Logs are presented on Figures 2 and 3. PERCOLATION TESTING Two additional test pits were excavated to depths of 3 and 4 feet. A 6 -inch diameter hole was advanced in the bottom of each test pit to depths of 4 and 5 feet, respectively. The bottom 2- inches of each hole was filled with pea gravel and the holes were filled with water and allowed to pre -soak overnight. Percolation tests were performed the following day. The time for 6- inches of water to completely percolate was recorded. The test was repeated in each pit until the recorded time for two successive tests did not vary by more than 10 percent. The results of the percolation tests are presented on Figure 4. The locations of the percolation tests are shown on the Plot Plan, Figure 1. LABORATORY TESTING Laboratory tests were performed on the samples obtained during the subsurface exploration. Tests performed consisted of the following: • Dry Density /Moisture Content (ASTM: D 1188) • Maximum Dry Density /Optimum Water Content (ASTM: D 1557A) • Direct Shear (ASTM: D 3080) Results of the dry density and moisture content determinations are presented on the Test Pit Logs, Figures 2 and 3. The remaining laboratory test results are presented on Figure 5. SOIL AND GEOLOGIC CONDITIONS 1. Geologic Setting The subject site lies within a stretch of coastal hills that are characterized by numerous marine terraces of Pleistocene age that extend from inland areas of higher elevation and descend generally west - southwest in a "stairstep" fashion down to the present day coastline. In particular, the site lies on HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 703.1 September 26, 1991 Page 4 a portion of marine terrace referred to as the Nestor terrace (Eisenberg 1983) which, with the exception of several relatively small elongated terraces, generally comprises the immediate area east of the present day sea cliff along coastal north San Diego County. This area, and that of the subject property, is contained within the west - central portion of the USGS Encinitas 7 -1/2 minute quadrangle. The subject property is underlain entirely by terrace deposits of the Pleistocene age Bay Point Formation and surficial materials derived from this formation. Minor fill exists behind the existing retaining wall. Surficial materials exposed on -site consist of a thin layer of disturbed and loose terrace deposits with a high content of organics and some debris. Bay Point Formation sediments were deposited in marine and non - marine environments during ancient sea level fluctuations. No evidence of bedding, faulting, or groundwater was observed in the test pits. 2. Geoloqic Units a. Disturbed Terrace Deposits - The subject property is covered by a relatively thin layer of surficial soils which have been derived from Bay Point Formation sediments. This material consists primarily of porous, dry, very loose, gray -brown silty fine - grained sand with abundant organics. The thickness of this soil was observed to be approximately 18- inches. This material is not suitable for support of structures or improvements in its present condition. b. Bay Point Formation - The entire site is underlain by terrace deposits of the Pleistocene age Bay Point Formation. As observed, these sediments consist primarily of dry to moist, loose to very dense, orange -brown silty fine to medium - grained sand. 3. Groundwater No groundwater was observed in the test pits during our investigation. It should be noted, however, that fluctuations in the amount and level of groundwater may occur due to variations in rainfall, irrigation, and other factors which may not have been evident at the time of our field investigation. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 703.1 September 26, 1991 Page 5 SEISMICITY The site is within the seismically active southern California region. There are, however, no active or potentially active faults located within or adjacent to the site. Fault zones considered to be active within the general site region include the offshore extension of the Rose Canyon and the inland Elsinore, which are located approximately 3 miles and 26 miles from the site respectively. Strong ground motion could also be expected from earthquakes occurring along the San Jacinto and San Andreas fault zones which lie northeast of the site at distances of approximately 50 miles and 72 miles, respectively. The San Clemente fault, which lies approximately 52 miles southwest of the site, could also cause strong ground motion. Seismic risks on -site are limited to ground shaking during seismic events on active faults in the region. The following table lists the known active and potentially active faults which would have the greatest impact on the site. Maximum Probable Earthquake Estimated Bedrock Acceleration Fault _(Moment Magnitude) Peak Repeatable Rose Canyon 6.5 0.568 0.36g (3 miles SW) Elsinore 7.0 0.18g 0.18g (26 miles NE) SEISMIC EFFECTS 1. Ground Acceleration The most significant probable earthquake event to effect the property, would be a 6.5 magnitude earthquake on the Rose Canyon fault. Potentially, repeatable horizontal ground acceleration on the order of 0.36g is possible with a duration of strong ground motion exceeding 25 seconds. Peak (instantaneous) accelerations would be higher. HE?THERINGTON. ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 703.1 September 26, 1991 Page 6 2. Liquefaction Liquefaction is not a potential due to the dense underlying terrace deposits and lack of shallow groundwater. 3. Landsliding Seismically induced landsliding is not considered a site hazard due to the gently sloping ground that characterizes the property. 4. Ground Rupture Fault rupture on -site is not likely. However, ground cracks are possible during future seismic events, throughout southern California. CONCLUSIONS AND RECOKKENDATIONS 1. General The proposed development is feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate geotechnical features of the site. 2. Site Grading Prior to grading, the site should be cleared of obstructions and debris and stripped of vegetation. Holes resulting from the removal of buried obstructions which extend below finished site grades should be backfilled with compacted fill. In the event that abandoned cesspools, septic tanks or storage tanks are discovered during demolition or grading, they should be removed and backfilled in accordance with local regulations. Existing utility lines should be removed and capped in accordance with local requirements. Existing disturbed, loose and dry terrace deposits should be removed down to dense undisturbed terrace deposits in areas to receive fill and /or support structural improvements. We anticipate removal depths to be on the order of 2 to 3 feet. Final removal depths should be determined and verified by the Geotechnical Engineer during grading. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 703.1 September 17, 1991 Page 7 Following removals, all areas to receive fill should be scarified to a depth of 6 to 8 inches, brought to near optimum moisture conditions and compacted to at least 90 percent relative compaction. Fill should be compacted by mechanical means in uniform horizontal lifts of 6 to 8 inches in thickness. All fill should be compacted to a minimum relative compaction of 90 percent based upon ASTN: D 1557. The on -site materials are suitable for use as compacted fill. Rock fragments over 6 inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be inspected and tested as necessary by the Geotechnical Engineer. 3. Foundation and slab Recommendations The proposed structure may be supported on conventional continuous footings bearing in either compacted fill soils or dense undisturbed terrace deposits. Footings should extend to a minimum depth of 12- inches into suitable bearing materials. Footings located adjacent to utility trenches should extend below a 1:1 plane projected upward from the inside bottom corner of the trench. Continuous footings should be reinforced with a minimum of two W4 bars, one top and one bottom. Footings bearing as recommended may be designed for a dead plus live load bearing value of 2000 pounds per square foot. This value may be increased by one -third for loads including wind or seismic forces. A lateral bearing value of 250 pounds per square foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.4 may be assumed. These values assume that footings will be poured neat against the foundation soils. Footing excavations should be inspected by the Geotechnical Engineer or Geologist prior to the placement of steel to ensure that they are founded in suitable bearing materials. Floor slabs should have a minimum thickness of 4- inches and should be reinforced with #3 bars spaced at 18- inches, center to center, in two directions, and supported on chairs so that the reinforcement is at mid - height in the slab. In areas where moisture sensitive floor coverings are planned, slabs should be underlain by at least 2- inches of clean sand over a 6 -mil plastic moisture barrier. Prior to placing concrete, the slab subgrade soils should be thoroughly moistened. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 703.1 September 26, 1991 Page 8 4. Trench Backfill All trench backfill should be compacted to at least 90 percent relative compaction and tested by the Geotechnical Engineer. 5. Existing Retaining Wall The existing retaining wall along the west property boundary was found to have no waterproofing and no backdrain. Adequate backdrainage should be provided to prevent the build -up of hydrostatic pressure and possible overstressing of the wall. Waterproofing should be addressed by the Architect. 6. Proposed Horizontal Storm Water Seepage Pits We understand that horizontal seepage pits to dispose of storm water are planned for the western area of the lot. We further understand that the preliminary dimensions of the proposed pits are 4 feet deep by 4 feet wide. In order to prevent seeping water from hydrostatically loading the existing retaining wall, the proposed pits should be located at least 10 feet from the back of the wall. Should the pits be designed so that the elevation of highest anticipated free water surface within the pits is below the elevation of the base of the foundation of the wall, no setback would be required. 7. Percolation Rate Based on the results of the percolation testing, we recommend a percolation rate of 40 min /in be used for designing shallow horizontal storm water seepage pits. 8. Site Drainage The following recommendations are intended to minimize the potential adverse effects of water on the structure and appurtenances. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 703.1 September 17, 1991 Page 9 a. Consideration should be given to providing structures with roof gutters and downspouts; b. All site drainage should be directed away from structures. On -site terrace deposits are sandy in nature and are erodible if exposed to concentrated drainage. c. No landscaping should be allowed against the structure. Moisture accumulation or watering adjacent to foundations can result in deterioration of wood /stucco and may effect foundation performance; d. Irrigated areas should not be over - watered. Irrigation should be limited to that required to maintain the vegetation. Additionally, automatic systems must be seasonally adjusted to minimize over - saturation potential particularly in the winter (rainy) season; e. All yard and roof drains should.be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or, in the case of subsurface drains, placing a hose at the inlet and checking the outlet for flow. 9. Grading and Foundation Plan Review Final grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommen- dations as necessary. LIMITS OF INVESTIGATION The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation. If different subsurface conditions from those anticipated are observed or appear to be present in excavation, the Soils Engineer and Geologist should be promptly notified for review and reconsideration of recommendations. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 703.1 September 17, 1991 Page 10 This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, HETHERI14GTON ENGINEERING, INC. MARK D. HETHERINGTON PAUL A. BOGSETH Civil Engineer 30488 Certified Engineering Geologist 1153 Geotechnical Engineer 397 (expires 6/30/92) (both expire 3/31/92) CHRIS HOSKIN Staff Engineer MDH /ss cc: 2- Addressee Attachments HETHERINGTON ENGINEERING, INC. REFERENCES ASL Consulting Engineer, Master Drainage Plan, 400 -Scale Topography, Sheet 5 of 18, City of Encinitas Public Works. Eisenberg, Leonard I., 1983, Pleistocene'Faults and Marine Terraces, Northern San Diego County, In "On the Manner of Deposition of the Eocene Strata in Northern San Diego County," San Diego Association of Geologists, Edited by Patrick L. Abbott, 1985. Harr, Milton E., Groundwater and Seepage, Seepage From Canals and Ditches, McGraw -Hill Book Company, 1962. Jennings, C.W., 1975, Fault Map of California, California Division of Mines and Geology, Geologic Data Map No. 1. Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan Area, California, Section A (Western San Diego Metropolitan Area), California Division of Mines and Geology, Bulletin 200. Ploessel and Slossen, 1974, Repeatable High Ground Accelerations from Earthquakes, California Geology, September 1974. Seed and Idriss, 1982, Ground Motion and Soil Liquefaction During Earthquakes, SERI Nomograph. Sowards and Brown Engineering, Inc., Grading Plan For: Parcel 2, Map 16236, 592 Hermes Avenue, Leucadia, California. HETHERINGTON ENGINEERING, INC. HERMES A�E�uE O z } o 1— D a O W U. G. m O D r O °' IL U. r co O O Z w Z Z O Ci p O U w cc o 1 - a t- z = r- Q O U U m O 0 � a z > z �- D � p J o Q Z Q Q r W r O 0 z CL a a p J ¢ r = U W m w a it IL w a w x al- as w V) _j i 1- C' W z I M / WF- CM r ~ L D �~ �' Q ~ > w c M 0 IL w U c� a Z w 0 < ►— o x o z w cc . U 0-0 W W XO LLi h C7 LLB Y I N I I 1 a 0 w M M O IL O m a w IL CC O h— cn U _r J cA N T-6 N 1 I I } 4 J O IL ti m O U ~ r Z w 1 F- w a C'. m CL , x w O a w m m a M 1 a f - a8niO(la1S 03SOION3 ONIiSIX3 ---_ BACKHOE COMPANY: Revell & Son BUCKET SIZE: 24" DATE: 8/1591 �w a H H„ w U ci SOIL DESCRIPTION p v ¢¢ W W � W a o 0 \ o m cn o f- o o .. N „ TEST PIT NO. TP -1 ELEVATION: 0 DISTURBED TERRACE DEPOSITS Gray brown silty fine to medium sand, dry, very loose; abundant rootlets 104 2.3 SM TERRACE DEPOSITS Orange brown silty fine to medium sand damp, loose to medium dense, some cementation ................ ............................... . ............................................................................. ............................... ': 122 3.4 @ 3 becomes dense to very dense 5 @ 5': becomes moist 113 7.6 117 6.5 Total depth: 8.0 feet No groundwater 10 No caving 15 0 TEST PIT NO. TP -2 ELEVATION: DISTURBED TERRACE DEPOSITS Gray brown silty fine to medium sand, dry, very loose; abundant rootlets SM TERRACE DEPOSITS Orange brown silty fine to medium sand with pockets of tan medium sand, moist, dense; some rootlets and rodent burrows to a depth of 30" 112 6.8 5 109 7.3 Total depth: 7.0 feet No groundwater No caving 10 15 LOG OF TEST PITS HETHERINGTON ENGINEERING Hermes Property GEOTECHNICAL CONSULTANTS PROJECT NO. 703.1 I FIGURE N0. 2 BACKHOE COMPANY: - -- BUCKET SIZE: Hand Pit DATE: 8/21/91 w ¢( X w � H H — � w SOIL DESCRIPTION L9zzto >-z U Hz -, H ° v m ca o 1--- o o � z c°� ,� ' , U 0 � TEST PIT NO. TP -3 ELEVATION: FILL / DISTURBED TERRACE DEPOSITS Gray brown silty fine to medium sand, dry, very loose; abundant rootlets, organics SM and debris. Fill continues along the back of the retaining wall to a depth of 5' and extending approximately 6 to 10 I from the back of the wall TERRACE DEPOSITS Orange brown silty fine to medium sand damp, loose to medium dense; some rootlets in areas adjacent 5 to the fill and in the upper 6 inches of the terrace deposits @ 5': becomes moist and dense @ 6': encountered bottom of wall footing; no back drain, no waterproofing on wall -T Total depth: 6.5 feet No water 10 No caving 15 LOG OF TEST PITS HETHERINGTON ENGINEERING Hermes Property GEOTECHNICAL CONSULTANTS PROJECT NO. 703,1 I FIGURE NO. $ FIELD TEST RESULTS PERCOLATION TESTING (per County of San Diego Department of Health "Method of Making the Percolation Test ") Depth of Percolation Rate Test Location Test (ft) (min /inch) P -1 4 26 P -2 5 37 Figure No. 4 Project No. 703.1 JOB �A- N66 RO - O'7'j. 3 SOWARDS AND BROWN EN SHEET NO. 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Box 230348 Encinitas, CA 92023 -0348 (760) 753 -9940 2. September 2, 1997° ' Mt. Tom Swallows 592 Hermes Ave. Leucadia, California 92024 ' Subject: REPORT OF GRADING AND COMPACTION Parcel 2, P.M. 16236 592 Hermes Avenue ' Encinitas, California Reference: 1. GEOTECHNICAL INVESTIGATION AND PERCOLATION TESTING Hermes Property ' Parcel 2, Map 16236 Encinitas, California Prepared by Hetherington Engineering, Inc Dear Mr. Swallows, ' In response to your request, we have performed field density testing on the above referenced project. The project entailed the removal ' and recompaction of loose silty sand deposits in the building pad area. The results of our density tests and laboratory testing are ' presented in this report. ' Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 t percent of the laboratory maximum dry density. LABORATORY TEST DATA ' The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557 -78. Field density tests ' September 2, 1997 W.O. G -1525 ' Page 2 ' were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil used as compacted fill ' on the site, is summarized below: ' Maximum Dry Density Optimum Description (p.c.f.) Moisture (�} ' Brown fine to med. grained silty sand 130.0 11.5 EXPANSIVE SOILS ' Detrimentally expansive soil were not encountered on the site. The potential for expansion is in the low range. ' RECOMMENDATIONS Foundations ' All recommendations of the referenced geotechnical investigation are applicable. ' Footings for the proposed structure should be a minimum of 12 inches wide and founded a minimum of 12 inches below grade for the one story structure. 1 ' Footings should be reinforced with a minimum of 2 - #4 bars, one placed 3 inches above the bottom of the footing excavation, and one ' placed 2 inches below the top of the footing. ' September 2, 1997 W.O. G -1525 ' Page 3 t A safe soil bearing value of 2000 psf may be used in the design of the structure. Slabs on Grade ' Slabs on grade should be a minimum of 4 inches thick and reinforced with #3 bars placed 18 inches on center both ways. Slabs should be ' underlain by a minimum of 4 inches of sand. A 6 mil Visqueen or ' equivalent moisture barrier should be placed in the center of the sand blanket. Drainage ' Water should not be allowed to pond. Roof water should be collected ' and conducted to a suitable location via non - erodible devices. ' INSPECTIONS All structural footings excavations should be inspected by a representative of this firm, prior to the placement of steel. ' LIMITATIONS ' This office assumes no responsibility for any alterations made without our knowledge and written approval to the slope or pad grade ' on the subject lot, subsequent to the issuance of this report. All t ramps made through slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling i September 2, 1997 W.O. G -1525 ' Page 4 ' operations are performed under our observation and tested for required compaction. ' If you have any questions, please contact us at (619) 753 -9940. ' Respectfully submitted, A. R. BAR AND ASSOCIATES Cs 4gOFESS�� L <_ R. Principal Engin er GE 949 �` R, a� Exp. 3134/96 tP 9T FC4''�' CA�9�� t 1 i Tom Swallows 592 Hermes, Leucadia ' APPENDIX "A" LABORATORY TEST RESULTS ' TABLE I ' Field Dry Density and Moisture Content Moisture Dry Relative t Test Test Soil Content Density % No. Location Type Elev. % ( Compaction ' 1 House Pad I -2' 9.7 117.6 90 2 House Pad I -1' 10.1 121.2 93 i 1 ill , r SEEP'ACGE PIT ' P ROPOSE ID `D O _ ARA E ' Q RESIDENCE ........................... O I 1� p` VE • S 1 — F EE 1> 1— .oek 1\II I 2 O HYDROLOGY AND HYDRAULICS FOR PARCEL 2 PM 16236 APN: 256- 100 -03 592 HERMES AVENUE LEUCADIA, CALIFORNIA PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC CONSULTING ENGINEERS 2187 NEWCASTLE AVE., SUITE 202, CARDIFF, CA 92007 (619) 436 -8500 90-077.3 February 5,1992 VS �--� roe �n' 0�'I,�j �= ��'`�� SOWARDS AND BROWN ENGINEERING SHEET NO. 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