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2005-9332 G/I City OfENGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep leni shment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 19, 2009 Attn: Lincoln General Insurance Company 701 B Street San Diego, California 92101-8197 RE: Richard Sinnett, A. Weeks, W. Dette 234 Rancho Santa Fe Road APN 259-231-39 Improvement Permit 9332-I Final release of security Permit 9332-1 authorized the installation of public improvements, all needed to build the described project. The Field Operations Division has approved the improvements, finaled the project and approved the one-year warranty inspection. Therefore, a full release of the remaining security deposit is warranted. Performance Bond 661119364, (in the original amount of$37,523.93), reduced by 75% to $9,380.98, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, f Debra Geisha ay Lembach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Sinnett,Weeks,Dette Debra Geishart File Eric- TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper City oNGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 22, 2007 Attn: Lincoln General Insurance Company 701 B Street San Diego, California 92101-8197 RE: Richard Sinnett, A. Weeks, W. Dette 234 Rancho Santa Fe Road APN 259-231-39 Grading Permit 9332-G Final release of security Permit 9332-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a full release in the security deposit is merited. Performance Bond 661119363, in the amount of$40,207.75, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geish Le ach Engineering echnician inance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Richard Sinnett,A. Weeks,W.Dette Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper .� city ONGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 16, 2007 Attn: Lincoln General Insurance Company 701 B Street San Diego, California 92101-8197 RE: Richard Sinnett, A. Weeks, W. Dette 234 Rancho Santa Fe Road APN 259-231-39 Improvement Permit 9332-I Partial release of security Permit 9332-I authorized the installation of public improvements,all needed to build the described project. The Field Operations Division has approved the improvements. Therefore, a reduction in the security deposit is merited. The remaining security deposit will remain in effect until the one-year warranty inspection is approved. Performance Bond 661119364, in the amount of$37,523.93, may be reduced by 75% to $9,380.98. The document original will be kept until such time it is fully exonerated. The retention and a separate assignment guarantee completion of finish grading. A one- year warranty inspection is due prior to final release. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geishart J y em ch Engineering Technician ance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Sinnett,Weeks,.Dette Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper City OoNGINEERING SER VICES DEPARTMENT Eminitas Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 23, 2007 Attn: Wells Fargo Bank, N.A. 276-A N. El Camino Real Encinitas, California 92024 RE: Richard Sinnett, A. Weeks, W. Dette 234 Rancho Santa Fe Road APN 259-231-39 Grading Permit 9332-G Final release of security Permit 9332-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, full release of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account#3036628539 in the amount of$ 8,041.55. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sincerel , 1 Debra GeishartJ y Le b9 Engineering Tec ician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Sinnett, Richard Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper '1 J7 GEOTECHNICAL INVESTIGATION Proposed Sewer Extension 234 Rancho Santa Fe Road Encinitas, California APN Nos. 259-231-39, 42 and 43 HETHERINGTON ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY October 5, 2005 Project No. 5085.1 Log No. 9448 Mr. Richard Sinnett 234 Rancho Santa Fe Road Encinitas, California 92024 Subject: GEOTECHNICAL INVESTIGATION Proposed Sewer Extension 234 Rancho Santa Fe Road Encinitas, California APN Nos. 259-231-39, 42 and 43 References: Attached Dear Mr. Sinnett: In accordance with your request, we have performed a geotechnical investigation with respect to the proposed sewer extension. Our work was performed in August through October 2005. The purpose of our investigation was to evaluate geologic and soil conditions in the area of the proposed sewer extension, and to provide geotechnical recommendations for the proposed construction. With the above in mind, our scope of work included the following: • Research and review of available plans and geologic literature pertinent to the site vicinity(see References). • Subsurface exploration consisting of three small diameter borings for soil sampling and geologic observation. • Laboratory testing of samples obtained from the subsurface exploration. • Engineering and geologic analysis. • Preparation of this report providing the results of our field and laboratory work, analyses, and our conclusions and recommendations. SITE DESCRIPTION The proposed sewer, extension lies between two private access roads, which extend west from Rancho Santa Fe Road, within the City of Encinitas, California, (see Location Map, Figure 1). The proposed sewer extension will be located within a 10-feet wide sewer 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com p A LI < C.r} o,NA Fqn>! P CORT 3ARC-LOtW �.; - r`- v;No ,y " clDLcrA a t Haan t .•._. , { - AVO 1 �'•� tE B[✓Q O (r.• ... 1AVARANOA AV R0 A 'VENHAIN ' f\ y wC�f Aj .p i Scv-, Yp 8_ ,��.,.e�,y - - 'Y i - lap -.Y_•_. AN" JR'MARO > L4S 00, � r _ A I..ry _- 4. ♦\`EN\.v .L':f:V('.... `;� l.A PD . S�. r\ n N�ACFRIC 0z P ,170.!5 '! ♦P p�. :00.5 E ma Pm y CLAP17q -- _... ,r••r n WITERCUP R MANpERIh'Gtp�'M .EV E GN BLOPAM:E IF,C.(�y �'J' W1 - SUM,, ✓(ST.4 AWRK 'rD a sow c tiP Nrill _ _ h� i fSITE) s 4nisr :.IS,N J n _ GARDEN wlr[r'A" R 3 RRtNC F1L15 s T x,, c a RxC _ DR y 7�H 31 VANESSA �� rro., co,ru;E H�DCK W [q n g aN CIR cI LA npTM - C ... 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R'LKH Vl`w 4 = P PtA.it n 9 ;.i G y 04�cis EA m WALNUT LEEi AI:C io z m ENUNITAS t VIEW o }� a E v _ cPARK DR o DR n x .1\ �i:.`ow DfI iyD " ST c ;av ,v,ww•DE F JR HS o CREST DR } y y� S:ITE a I J z Cri -- z s w«a•�. tiJ a cnw 1 F°ELF �'y a- U p� ,'G4 rE' > s'"..' u.ISLAND VIEW OR LN 4.4 '�'`w,. a M5 « *`�c'• a I r CRlCN _.(•A aA .i R- 4�.-,.,r, A.•,, .'= LVNf:L iH yr xi va N,g_ fe �� .ht,rq- v''•I.Yru __-_- c:uuinJa>'u a ADAPTED FROM: The Thomas Guide, San Diego County,2004 Edition N SCALE: 1"-2000' (1 Grid=0.5 x 0.5 miles) LOCATION MAP 234 Rancho Santa Fe Road HETHERINGTON ENGINEERING, INC. Encinitas, California GEOTECHNICAL CONSULTANTS PROJECT NO. 5085.1 1 FIGURE NO. 1 GEOTECHNICAL INVESTIGATION Project No. 5085.1 Log No. 9448 October 5, 2005 Page 2 easement (see Plot Plan, Figure 2). Topographically, the sewer easement area is moderately sloping with elevations ranging from approximately 102± feet msl (mean sea level) at the north end to approximately 92± feet msl at the south end. The area of the sewer easement currently supports a small retaining wall at the central portion and vegetation consisting of landscape variety plants. } PROPOSED CONSTRUCTION Proposed construction consists generally of constructing an 8-inch diameter PVC gravity sewer main, three 4-inch diameter PVC laterals and one manhole. The depth of the proposed gravity sewer main ranges from approximately 11.5-feet below grade at the north end to approximately 8-feet below grade at the south end where it will tie-in to an existing manhole. The new manhole will be located at the north end terminus. Grading will consist of cuts up to approximately 6-feet or less and retaining wall backfill to create relatively level ground within the sewer easement. We understand that a new approximately 6-feet high (maximum) keystone retaining wall and new approximately 4- feet high CMU retaining walls will be constructed as part of the sewer extension. SUBSURFACE EXPLORATION Subsurface conditions were explored by excavating three flight-auger borings to depths of approximately 13-feet below existing site grades. The approximate locations of the borings are shown on the attached Plot Plan, Figure 2. The subsurface exploration was supervised by a geologist from this office, who visually classified the soil materials, and obtained bulk and relatively undisturbed samples for laboratory testing. The soils were visually classified according to the Unified Soil Classification System. Soil classifications are shown on the Borings Logs, Figures 3 through 5. LABORATORY TESTING Laboratory testing was performed on samples obtained during the subsurface exploration within the proposed sewer extension as well as on samples obtained from borings at the adjacent parcel located at 234 Rancho Santa Fe Road (Hetherington Engineering, Inc. Project No. 5017.1). The locations of the borings on the adjacent parcel are shown on the attached Plot Plan, Figure 2 and the Boring Logs and Laboratory Test Results from the borings on the adjacent parcel are included in Appendix A. Tests performed consisted of the follo-,wing: • Dry Density and Moisture Content (ASTM: D 2216) HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project N To. 5085.1 Log No. 9448 October 5, 2005 Page 3 • Expansion Index (ASTM : D 4829) • Sulfate Content (EPA 9038) • Maximum Dry Density/Optimum Moisture Content (ASTM : D1557-02) • Direct Shear (ASTM : D 3080) } Results of the dry density and moisture content determinations are presented on the Borings Logs, Figures 3 through 5. The remaining laboratory test results are presented on Figure 6 and in Appendix A. SOIL AND GEOLOGIC CONDITIONS 1. Geologic Setting The subject site lies within the coastal plain region of northern San Diego County, California. The coastal plain is characterized by numerous regressive marine terraces of Pleistocene age that have been established above wave-cut platforms of the underlying Eocene bedrock and were formed during glacio-eustatic changes in sea- level. The terraces have been eroded in the site vicinity by fluvial action of the easterly adjacent Escondido creek, creating the current topography. The site area is contained within the central western portion of the USGS Rancho Santa Fe 7 1/2 minute quadrangle. Based on the results of our investigation, the subject site is underlain by fill/topsoil, alluvium and bedrock of the Delmar Formation. No known or reported deep-seated landsliding is known to exist on the site. No known or reported active or potentially active faults exist within the site, and the site is not located within the presently defined limits of an Alquist-Priolo Earthquake Fault zone. 2. Geologic Units a. Fill/Topsoil—The northern portion of the proposed sewer alignment is mantled by a relatively thin layer of undifferentiated fill/topsoil consisting of damp, loose to medium dense, medium to dark brown silty medium to coarse-grained sand and firm sandy clay. b. Alluvium — Encountered along the southerly portion of the proposed sewer alignment underlying the fill/topsoil was alluvium consisting of damp, medium dense, medium brown silty fine to medium grained sand and firm sandy clay. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 5085.1 Log No. 9448 October 5, 2005 Page 4 c. Bedrock (Delmar Formation) — Bedrock encountered in the borings consisted generally of damp, dense/stiff, pale green to dark olive green, weakly oxidized sandstone and siltstone. 3. Groundwater f No seepage was encountered in the exploratory boring excavations. 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 that may not have been evident at the time of our field investigation. SEISMICITY The site is located within the seismically active southern California region. There are, however, no known active or potentially active faults presently mapped that pass through the site. Active fault zones within the general site region include the Rose Canyon/Newport-Inglewood, Coronado Bank/Palos Verdes Hills, and Elsinore. 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 greater distances, as well as a number of other offshore faults. The following table lists the known active faults that would have the most significant impact on the site: Maximum Probable Fault Earthquake Slip Rate Fault (Moment (mm/year) Type Magnitude) Rose Canyon (8.5-kilometers/5.2-miles SW) 7.2 1.5 B Coronado Bank/Palos Verdes Hills (38-kilometers/23.5-miles SW) 7.6 3 B Elsinore (Julian Segment) (42-kilometers/26-miles NOTE) 7.1 5 A HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 5085.1 Log No. 9448 October 5, 2005 Page 5 SEISMIC EFFECTS 1. Ground Accelerations The most significant probable earthquake to affect the property would be a 7.2 magnitude earthquake on the Rose Canyon fault zone. Depiction of probabilistic seismic hazard analysis utilizing a consensus of historical seismic data and the respective regional geologic conditions that are shown on the "The Revised 2002 California Probabilistic Seismic-Hazard Maps" (Reference 1) indicates that peak ground accelerations of about 0.20 to 0.301- are possible with a 10% probability of being exceeded in 50-years. 2. Ground Cracks The risk of fault surface rupture due to active faulting is considered low due to the absence of an active fault at the site. Ground cracks due to shaking from seismic events in the region are possible, as with all of southern California. 4. Landslidin The risk of seismically induced landsliding affecting the site is considered low due to the gentle to moderate topography of the site vicinity. 5. Liquefaction The risk of liquefaction is considered low due to lack of shallow static groundwater and the dense underlying bedrock. 6. Tsunamis Due to the elevation of the property above sea level, the potential for seismically generated ocean waves to affect the site is considered low. CONCLUSIONS AND RECOMMENDATIONS 1. General The proposed construction is considered feasible from a geotechnical standpoint. Improvement plans and construction should consider the appropriate geotechnical features of the site. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 5085.1 Log No. 9448 October 5, 2005 Page 6 2. Trench Stabilitv Temporary slopes necessary to facilitate the construction of the proposed sewer line may be cut up to maximum of 5-feet vertical in competent fill/topsoil, alluvium and bedrock. Cuts above 5-feet or cuts in excavations exposing loose soils, should be inclined at a ratio no steeper that 1:1 (horizontal to vertical) or shoring will be necessary. Field observations by the Engineering Geologist during construction is recommended and considered necessary to confirm anticipated conditions and to provide revised recommendations if necessary. 3. Trench Backfill All trench backfill material should be moisture conditioned to about optimum moisture content and compacted by mechanical means in uniform horizontal lifts not exceeding 6 to 8-inches in thickness. All backfill should be compacted to a minimum relative compaction of 90 percent based on ASTM: D1557-02. 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 backfill operations should be observed and tested by the Geotechnical Consultant. 4. Soluble Sulfate Representative samples of the on-site soils were submitted for sulfate analyses. The results of the soluble sulfate tests per EPA 9038 methods are presented on Figure 6 and in Appendix A. The sulfate content of the on-site soils is consistent with a negligible sulfate exposure classification per Table 19-A-4 of the 2001 California Building Code. Consequently, special provisions for sulfate resistant concrete are not considered necessary. 5. Retaining Walls CMU retaining walls free to rotate (cantilevered walls) should be designed for an active pressure of 40-pounds-per-cubic-foot (equivalent fluid pressure) assuming level backfill consisting of the granular on-site soils and 55-pounds-per-cubic-foot for backfill sloping at 2:1 (horizontal to vertical). Walls restrained from movement at the top should be designed for an additional uniform soils pressure of 8xH pounds per square foot where H is the height of the wall in feet. Any additional surcharge pressure behind retaining walls should be added to these values. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 5085.1 Log No. 9448 October 5, 2005 Page 7 Foundations for CMU retaining walls founded at a minimum depth of 18-inches in approved compacted fill, alluvium or bedrock 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 and 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 0.35 may be assumed. These values assume that footings will be poured neat against the foundation soils. Foundations located adjacent to utility trenches should extend to below a 1:1 plane projected upward from the bottom of the trench. Footing excavations should be observed by the Geotechnical Consultant prior to the placement of reinforcing steel in order to verify that they are founded in suitable bearing materials. The proposed keystone wall may be designed utilizing the following geotechnical parameters for foundation soil, infill soil and backfill soil. Unit Weight of Soil - 125-pounds-per-cubic-foot Angle of Internal Friction - 30-degrees Cohesion - 100-pounds-per-square-foot The keystone wall foundation and backcut should be observed by the Geotechnical Consultant after excavation. Infill and backfill soils should be compacted to at least 90-percent relative compaction based upon ASTM: D 1557-02. Fill soils placed over sloping ground inclined at a ratio of 5:1 (horizontal to vertical) or steeper should be benched into suitable materials as the filling process proceeds. All grading and compaction should be observed and tested, as necessary, by the Geotechnical Consultant. Plans for the segmental retaining walls should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein, evaluate global stability and to provide additional recommendations if warranted. Retaining walls should be provided with adequate drainage to prevent buildup of hydrostatic pressure and should be adequately waterproofed. The subdrain system behind the retaining wall should consist of at least 4-inch diameter Schedule 40 (or equivalent) perforated (perforations down) PVC pipe embedded in at least 1-cubic- foot of 3/4 inch crushed rock per lineal foot of pipe all wrapped in approved filter fabric. Recommendations for wall waterproofing should be provided by the project Architect and/or Structural Engineer. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 5085.1 Log No. 9448 October 5, 2005 Page 8 6. Grading and Improvement Plan Review Grading and improvement plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations, the Geotechnical Consultant should be promptly notified for review and reconsideration of the recommendations. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Consultants 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. This opportunity to be of service is sincerely appreciated. If you have any questions, please call this office. Sincerely, Hetherington Engineering, Inc. PROFESS/p y Cohen r Michel A.Vasco os \0 G�c e Registered Civil E 'in,r �4fi c Professional Geologist 793 O�� Geotechnical Engi `eer 239 EXP.oekw (expire 1/31/07) 4 (expires 3/31/06) * NO 7M of C 5 G E0�O Dale Hamelehle DALE M. C� HAMELEHLE N Professional Geologist 5551 NO.'1760 4 Certified Engineering Geolo i*t fNEEp NG (expires 12/31/07) N GEOLOGIST �A EXP. OF'CA1.�F�P Distribution: 4-Addressee HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 5085.1 Log No. 9448 October 5, 2005 Page 9 Distribution: 4-Addressee Attachments: Location Map Figure 1 Plot Plan Figure 2 Boring Logs Figures 3 through 5 } Laboratory Test Results Figures 6 Supplemental Laboratory Test Results Appendix A HETHERINGTON ENGINEERING, INC. REFERENCES 1. Cao, Tianqing, et al "The Revised 2002 California Probabilistic Seismic Hazard Maps," dated June 2003. 2. ICBO, "California Building Code," 2001 Edition. 3. ICBO, "Maps of Known Active Faults Near-Source Zones in California and Adjacent Portions of Nevada,"dated February 1998. 4. Jennings, Charles W., "Fault Activity Map of California and Adjacent Areas," California Data Map Series, Map No. 6, dated 1994. 5. Pasco Engineering, Inc., "Plans for the Improvement of. Sewer Line Extension - off Rancho Santa Fe Road", Sheets 1 and 2, undated 6. Pasco Engineering, Inc., "Grading Plan for: Sewer Line Extension-off Rancho Santa Fe Road, APN: 259-231-39, 42 &43, Sheet 2 of 2", undated. 7. Peterson, M., Beeby, W., Bryant, W., et al., "Seismic Shaking Hazard Maps of California," California Division of Mines and Geology, Map Sheet 48, dated 1999. S. Powers, Patrick, J "Construction Dewatering, A Guide to Theory and Practice", dated 1981 9. Tan, Siang. S., et al "Landslide Hazards in the Rancho Santa Fe Quadrangles, Sand Diego County, California", Open-File Report 86-15, dated 1987 10. Tan, Siang. S., et al, "Geologic Maps of the Northwestern Part of San Diego County, California, Oceanside, San Luis Rey, San Marcos, Encinitas and Rancho Santa Fe 7.5' Quadrangles", California Division of Mines and Geology, Plate 1, Open-File Report 96-02, dated 1996. 11. Tan, Siang. S., et al, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California", California Department of Conservation, Division of Mines and Geology, Landslide Hazard Identification Map No. 35, Open-File Report 95-04. Project No.5085.1 HETHERINGTON ENGINEERING, INC. Log No.9448 DRILLING COMPANY:Pacific Drilling RIG: Mini-Mole DATE: 08/25/05 BORING DIAMETER: 6-inch DRIVE WEIGHT: 140 Ibs DROP: 30 inches ELEVATION: 102' F-C4 a4 0 a H a M BORING NO. B-1 co C4 w i Q w M E- W Q Q Q a o o SOIL DESCRIPTION 0.0 — CH FILLITOPSOIL: Medium brown to dark olive brown clayey SC medium to coarse grained sand to sandy clay, damp, loose to medium dense/firm 46 110 15.4 BEDROCK(Delmar Formation): Olive green to light brown silty fine grained sandstone, massive/poorly bedded, damp, very dense 5.0 50/5" 104 12.3 i 10.0=I 50/5' 111 11.9 @ 10': Pale olive to yellow siltstone to fine grained sandstone, - massive/poorly bedded, damp, stiff/very dense Total depth.11 feet No water — No caving L 15.0 J I IL I 20.0 J I i I i I I 25.0 �1 I ; i 30. BORING LOG 234 Rancho Santa Fe Road HETHERINGTON ENGINEERING, INC. Encinitas, California GEOTECHNICAL CONSULTANTS PROJECT NO. 5085.1 FIGURE NO. 3 DRILLING COMPANY:Pacific Drilling RIG: Mini-Mole DATE: 08/25/05 BORING DIAMETER: 6-inch DRIVE WEIGHT: 140 IbS DROP: 30 incheS ELEVATION: 94' H w w w Cl > w BORING NO. B-2 a H H -- w a °o c~n w � m x C m w a z u U F w m ra w m h a cn C14 Q Q Q a o o co a SOIL DESCRIPTION 0.0 SC I FILLITOPSOIL: Medium brown to dark brown clayey medium to coarse grained sand, damp, medium dense _X f i BEDROCK(Delmar Formation): Dark olive green fine sandy 5.0 53 97 21.7 siltstone with discontinuous lenses of white silt, spotty weak oxidation, damp, stiff 10.0 81 111 17.4 Total depth 12 feet No water 15.0 No caving I 20.0 I 25.0 I i I I li I i I I I 30.,, BORING LOG 234 Rancho Santa Fe Road HETHERINGTON ENGINEERING, INC. Encinitas, California GEOTECHNICAL CONSULTANTS PROJECT NO. 5086,1 FIGURE NO. 4 DRILLING COMPANY:Pacific Drilling RIG: Mini-Mole DATE: 08/25/05 BORING DIAMETER: 6-inch DRIVE WEIGHT: 140 Ibs DROP: 30 inches ELEVATION: 91, w w a a E-+ H ow cn .-, w `� BORING NO. B-3 _ S M W x M w z U U a x > 3 Q w m El a W Q o � Q £ ° ° SOIL DESCRIPTION 0.0 SM FILLJTOPSOIL: Brown silty fine sand, dry to damp, medium dense _X SM ALLUVIUM: Medium brown silty fine to medium grained sand, j slightly porous, damp, medium dense. II i 5.0 35 116 13.6 SM @ 5': Medium to olive brown silty to clayey fine to medium SC grained sand, no porosity, damp, medium dense I I CL @ 7': Medium brown silty to fine grained sandy clay to clay, moist, firm I 10.0- � I BEDROCK(Delmar Formation): Pale to olive green silty sandstone to sandy siltstone, spotty weak oxidation, damp, 31 108 17.6 dense/stiff i Total depth 13 feet 15.0 No water No caving i 20.0 25.0 I i I 30. BORING LOG 234 Rancho Santa Fe Road HETHERINGTON ENGINEERING, INC. Encinitas, California GEOTECHNICAL CONSULTANTS PROJECT NO. 5085,1 FIGURE NO. 5 LABORATORY TEST RESULTS SULFATE TEST RESULTS (EPA 9038) Sample Location Soluble Sulfate in Soil(%) B-2@1 -3' 0.0080 B-2 @ 5' 0.0394 B-3 @ 5' 0.0136 Figure 6 Project No.5085.1 Log No.9448 F Appendix A (Boring Logs and Laboratory Test Results from 234 Rancho Santa Fe Road) Project No.5085.1 Log No.9448 DRILLING COMPANY:Pacific RIG: Mini-mole DATE: 08/25105 BORING DIAMETER: 6-inch DRIVE WEIGHT: 140 lb. DROP: 30" ELEVATION: 104' ± F w w a a E+ H ow cn -- °' o c~n w v � m BORING NO. B-1A x � w n z U U w m Q E- 44 H a m a a H w o H z H Q Q CQ Q a o o SOIL DESCRIPTION 0.0 - BEDROCK(Delmar Formation): Pale green siltstone to fine grained sandstone, with weak oxidation along very thin _X discontinuous sandy lenses, discontinuous lenses of white silt, 42 98 18.4 damp, stiff/stiff 5.07 56 104 21.2 I Total depth 6 feet No caving or water C- i 10.0- i I I i 15.0 i i i I i 20.0 i I l 25.0 I I L 30. BORING LOG i 234 Rancho Santa Fe Road HETHERINGTON ENGINEERING, INC. I Encinitas, California GEOTECHNICAL CONSULTANTS PROJECT NO. 55017,1 FIGURE NO. 1 DRILLING COMPANY:Pacific RIG: Mini-mole DATE: 08/25/05 BORING DIAMETER: 6-inch DRIVE WEIGHT: 140 lb. DROP: 30" ELEVATION: 104' i w ^ w w a >1 w a s H E, ow m w BORING NO. B-2A O W C4 Z U U x w m Q - H w H a w ° :D SOIL DESCRIPTION 0.0 SC FILL: Medium brown to dark olive brown clayey medium to CL coarse grained sand to sandy clay, damp, medium dense/stiff 15 108 15.0 SM ALLUVIUM: Medium to dark brown fine to medium grained SC slightly silty sand to slightly clayey sand, moist, dense, few �- rootlets 5.0 14 106 14.3 I I,� r I I @ 8': Light olive brown silty medium to coarse grained sand to _X1 26 110 12.4 clayey sand, moist, medium dense/stiff, few rootlets 10.0 i L 15.0 28 107 19.3 @ 15': Yellowish brown silty medium to coarse grained sand, damp, dense, few gravels, few deteriorated roots BEDROCK(Delmar(Delmar Formation): Pale green siltstone to fine 36 102 17.0 grained sandstone, with heavy spotty oxidation along very thin 20.0 discontinuous sandy lenses, damp, stiff/dense, massive Total depth 19.5 feet No water or caving — I I 25.0— it Ij � II 30. BORING LOG 234 Rancho Santa Fe Road HETHERINGTON ENGINEERING, INC. Encinitas, California GEOTECHNICAL CONSULTANTS PROJECT NO. 5017.1 FIGURE NO. 2 LABORATORY TEST RESULTS DIRECT SHEAR (ASTM: D 3080) Sample Location Angle of Internal Cohesion Remarks Friction (°) (psf) B-1A a 0-2' 33 50 Remolded to 90% relative compaction, consolidated, saturated, drained B-2A @ 0-5' 34 150 Remolded to 90% relative compaction, consolidated, saturated, drained B-2A @ 8-10' 33 225 Remolded to 90% relative compaction, consolidated, saturated, drained B-2A @ 8.5' 40 0 Undisturbed ring-sample, consolidated, saturated, drained SULFATE TEST RESULTS (EPA 9038) Sample Location Soluble Sulfate in Soil (%) B-1A @ 0—2' 0.0093 B-2A @ 0—5' 0.0017 EXPANSION INDEX (ASTM: D 4829) Sample Location Initial Compacted Final Expansion Expansion Moisture (%) Dry Moisture Index Potential Density M (pet) B-1A � 0—2' 12.6 102 27.8 106 High B-2A @ 0 — 5' 9.5 116 15.3 19 Very low MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT (ASTM: D 1557-02A) Sample Location Description Maximum Dry Optimum Moisture Density ( cf) Content (%) B-1A @ 0—2' Olive green siltstone/sandstone 117.0 13.5 B-2A @ 0— 5' Brown silty fine to medium sand 125.5 9.0 B-2A @ 8 — 10' 1 Brown silty fine to medium sand 125.5 9.5 Project No.5085.1 Log No.9449 , II I m! m LL LL O p w o C7 I� �� LL a I oy r I rm W � C a I W I N N O i Z ) <y 1r O N /^�I Z JZ •r'� 1 U UJ "Z' CO�j a ! w J 0 m Oz CD z ►� x ww CD w ' r r 1 � I� I I I �I z m Z O LU CD x�J LL Q o Co w w W h O I I r I U W M N co Q LL LL LIJ O O m ii z Z b. 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