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2006-423 G GINEERING SERVICES DEPARTMENT City�' Encinitas Capital Improvement Projects. District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering November 17, 2009 Attn: Mission Federal Credit Union 258 N. El Camino Real Suite C Encinitas, California 92024 RE: Dianna and Allen Nunez 399 Hillcrest Drive APN 216-082-60 Grading Permit 423-GI Final release of security Permit 423-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, a release of the remaining 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# 0091119980-33 in the amount of S 12,086.25 is hereby released in entirety. 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. Sincerly, Debra Geish�4 J y L mbach Engineering Technician _ inane Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Dianna Nunez Debra Geishart File Enc. TEL 760-633-2600 I FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper J&B ENGINEERS, SURVEYORS PLANNING ♦ ENGINEERING ♦ SURVEYING ♦ MAPPING September 23, 2009 City of Encinitas OCT 1 5 2009 Engineering Services Permits 505 South Vulcan Avenue. Encinitas, Ca 92024 Re: Engineer's Final Grading Certification for Project No. 06-087 CDP and Grading Permit Number 423-G The grading under permit number 423-G has been performed in substantial conformance with the approved grading plan or as shown on the attached "As Graded" plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of 1% to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best management Practices as shown on the drawing and required by the Best Management Practices Manual Part II were constructed nd are oper ional, together with the requir enance covenant(s). pFESa/,0 Engineer of Record Z9 co MACARIO R.PEREZ Date ql2 3� w No. C 20604 m cj� Exp.�� a * W. Verification by the Engineering Inspector of this fact is done by t (d 0 nature hereon and will take place only after the above is signed and stampe I not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector: Dated: 12265 World Trade Drive,Ste. H,San Diego,Ca 92128 Phone:(858)451-7918/Fax:(858)451-7920 email:ibsurvey sbcalobal.net J&B ENGINEERS, SURVEYORS PLANNING ♦ ENGINEERING ♦ SURVEYING ♦ MAPPING September 23, 2009 City of Encinitas Engineering Services Permits OCT 1 5 2009 505 South Vulcan Avenue. Encinitas, Ca 92024 Re: Engineer's Final Grading Certification for Project No. 06-087 CDP and Grading Permit Number 423-G The grading under permit number 423-G has been performed in substantial conformance with the approved grading plan or as shown on the attached "As Graded" plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of 1% to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best management Practices as shown on the drawing and required by the Best Management Practices Manual Part II were constructed nd are oper tonal, together with the requir enance covenant(s). PpFESgj� Engineer of Record zV co MACARIO R PEREZ �1I2 3/� w n' Date No. C 20604 ,�y " Exp. * cnrn- Verification by the Engineering Inspector of this fact is done by t (d 0. nature hereon and will take place only after the above is signed and stampe I not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector: f Dated: 12265 World Trade Drive,Ste.H,San Diego,Ca 92128 Phone:(858)451-7918/Fax:(858)451-7920 email:jbsurvey( sbcglobal.net City of Encinitas Fire c C - 505 South Vulcan Avenue Encinitas.California 92024-3633 Building Tel 760-633-2600•Fax 160-943-2226 Planning TDD 7 m 60-633-2700'%,N�w.ci.encitas.ca.us Engineering Field Clearance to Allow Occupancy TO: Subdivision Engineering Public Service Counter FROM: Field Operations Private Contract Inspection RE: Building Permit No. -- Name of Project J& �i�� Name of Developer I have inspected the site at address...number street name suffix and have determined that finish (precise) grading (lot no (bldg no.) and any other related site improvements are substantially complete and that occupancy is merited. 4D! _ Signature of Engineering Inspector Signature of Senior Civil Engineer, only if appropriate Date ,S Reference: Engineering Permit No -41 Special Note: Please do not sign the"blue card"that is issued by Building Inspection Division and given to the developer.You are only being asked to verify field conditions. Office staff still has the responsibility to verify that compliance with administrative requirements is achieved,typically payment of impact fees or execution of documents. Return this form, if completed,to counter staff by dropping it in the slot labeled "Final Inspection". Also, please remember to do final inspections on the related engineering permits and return that paperwork, if completed. Thank you. J & B SURVEYING BOUNDARY•GRRD NG•CONSMUCTION September 4,2007 City of Encinitas Engine eying Services Permit 505 S. Vulcan Ave. Encinh as,CA 92024 Re: Engineer's Pad Certification For Grading Permit Number 423-6 Pursuw..t to section 23.24.310 of the Encinitas Municipal Code,this letter is hereby submitted as a Pad Curtil7icstioo Letter for Dwelling,Garage and Office.As the Engineer of Record for the subject protect,I hereby state all two grading for these units has been completed m eomformanee with the approved plans and requirements of the City of Encinitas,Codes and Standards, 23.24.310(B).The following list provides the pad elevations as field verified and shown on ft approved grading plan: Building,. Pad Elevation Pad Elevation Name. _ Per plan per Field Measurement Dwelling 146.25 146.25 145.25 14524 Garage 154.25 154.26 Office 151.25 151.25 23.24.310(8)5. The location and enclinsdon of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. Sincerely, � nllcilalo�.t�lll� "am" f -�W V MaMi10 P RCE 20604 or JA B, ing 16938 Bernardo Center Drive • San Diego, CA, .92127(858)451-79111 (858)451-7920(fox) e-mail jbsurvgt&bcgWml.net r ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects Of District Support Services �'Z OJ Field Operations Encin dS Subdivision Engineering ) Traffic Engineering � t�> ROUGH GRADING APPROVAL t� T0: Subdivision.Engineering Public Service counter FROM: Field Operations Private Contract Inspection Grading Permit No.42-� RE: � h i Name of Project Name of DeveloperV».a� Site Location ..su- x1 aiotJ •: .lbidgJ laddressa::._..nu ber .._street.name.. . I have:inspected the grading, t esubject:site an ified'certificaticrnffxe pad:bey: dated: `aft certification of,•soil .' • _ the.-Engineer of Work,. dae6 Ahereby. compaction by the-Soil Engineer,satisfied;<that tr►e:.rough grading ha :b en complete�t�:it�:accor: arlce.witf�rte:approved ' - _ plans mod-specifications, chapter.23.24,of°the;Mlmiapel Code, and .any aher,;applicable e •engineering standards and,%specific project requiremsrrts:' Based ori:my observation;and the,certification,J--take no.-exception to the�issuance.ofa •: building permit for the lot(s) as noted or.Phase , if any, but only in so far as grading o concerned. However, this release is not intended to certify the project with respect to other.engineering concerns, including .public road, drainage; water, sewer, park, and trail improvements, and their'. availability, any other public improvements, deferred monumentation;or final grading. Prior to final inspection of the Building Permit(s) and legal occupancy, I need to be further advised so that I can verify that final grading (i.e., finished precise grading, planting and Irrigation) has been completed in accordance with the approved plans and specifications. R (Signat�of Engineering inspector) (Date) (Signature of Senior Civil Engineer, only if appropiate) (Date) Reference: Building Permit No. --- Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering technicians,in-boxes.Please remember to do a final inspection of the grading permit and submit that paperwork, when completed Office staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection.Thank you. 7SG/field3.doc1 . I FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 re e.d paper L: 1 T Y V 1i r, B 1_ L IN L 1 ti 0 ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO. : 423GI PARCEL NO. 216-082-6000 PLAN NO. : JOB SITE ADDRESS : 399 HILLCREST DR CASE NO. : 06087 / CDP APPLICANT NAME ALLEN & DIANNA ,NUNEZ MAILING ADDRESS: 405 HILLCREST DR PHONE NO. : 760-994-8800 CITY: ENCINITAS STATE: CA ZIP: 92024- CONTRACTOR : BLACKMORE CONTRACTING PHONE NO. : 909-676-2994 LICENSE NO. : 831121 LICENSE TYPE: A ENGINEER : LOGAN ENGINEERING PHONE NO. : , PERMIT .ISSUE DA 07 PERMIT EX ATE: 12 /07 PERMIT ISSUED BY: INSPEC R: BEN OLIVER ------------ ----------- PERMIT FEES & DEPOSITS ---------------------------- 1 . PERMIT FEE . 00 2 . GIS MAP FEE . 00 3 . INSPECTION FEE 2 , 417 . 25 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE 483 . 45 6 . SECURITY DEPOSIT . 00 7 . FLOOD CONTROL FEE 399 . 00 8 . TRAFFIC FEE . 00 9 . IN-LIEU UNDERGRND . 00 10 . IN-LIEU IMPROVMT . 00 ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: . 00 - -- - -- -- - ---- - --- - -- ----- DESCRIPTION OF WORK --- - - -- - - -- - - - - - ------ - -------- 2ERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR AND MATERIALS FOR EARTHWORK, DRAINAGE, PRIVATE IMPROVMENTS, AND EROSION CONTROL. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T. C.H. STANDARDS OR APPROVED TRAFFIC CONTROL PLAN. LETTER DATED APRIL 11, 2007 APPLIES . ---- INSPECTION -------- ------ -- DATE -------- INSPECTOR' S SIGNATURE ---- INITIAL INSPECTION s COMPACTION REPORT RECEIVED �jc.�.� ENGINEER CERT. RECEIVED ROUGH GRADING INSPECTION 6� FINAL INSPECTION -------- ------------------ ---- -------------------J------------------------------ I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION. //3 J /V SIGNATURE DATE SIGNED PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1 . OWNER 2 . AGENT 3 . OTHER • TAYLOR GROUP, INC. GFOSC FNCE&FNOINeeasNG CONSU-ANrs 719 Pier View Way Oceanside California 92054 tel: 760.721.9990 November 14,2007 fax:760.721.9991 TGI Project No. G05.00398 www.visitTG1.com Mr.Benjamin R.Oliver City of Encinitas 505 South Vulcan Avenue Encinitas,CA 92024 Subject: Report of Geotechnical Testing and Observations Nunez Residence 399 Hillcrest Drive,Encinitas,California References: "Preliminary Geotechnical Report, Proposed Nunez Residence, 399 Hillcrest Drive, Encinitas, California," prepared by Taylor Group, Inc., TGI Project No. G05-00398, dated February 8,2006. "Report of Geotechnical Testing and Observation During Grading, Nunez Residence, 399 Hillcrest Drive, Encinitas, California," prepared by Taylor Group, Inc., TGI Project No. G05-00398, dated September 5,2007. Dear Mr Oliver: Taylor Group, Inc., (TGI) provided additional geotechnical testing and observation services at the subject site. The services were provided after the referenced report dated September 5, 2007 and included geotechnical observations and field moisture and density testing to evaluate the relative compaction of backfill behind the building retaining walls. As requested, TGI is providing this report to summarize the results of our testing and observations for the wall backfill. 1.0 Project Description The subject property is located at 399 Hillcrest Drive in Encinitas, California and is described as Assessors Parcel Number 216-082-60. Retaining walls were constructed for the residential structure's partial subterranean level. The walls have a height of up to approximately 10 feet. 2.0 Observations and Testing The retaining walls were backfilled on approximately November 7 through November 9, 2007. Based on our limited observations at one exposed location, retaining wall drainage consisted of wall ZAPROJECTS\00398 Hillcrest Dr. Nunez\399 Hillcrest-Res\As-graded report.doc Nunez Residence TGI Project No. G05.00398 November 14,2007 Page 2 drainboard along the soil exposed side of the wall, and a subdrain collection system located at the bottom of the wall. The subdrain consisted of a drain pipe surrounded by crushed gravel and filter fabric. The wall backfill material consisted of on-site silty sand soil. Field density test results indicate that the backfill was placed at a relative compaction of 90 percent or more based on ASTM D1557-00. TGPs observation and testing of the above items took place on November 8 and 9, 2007. The field density test results are presented on Table 1. The approximate field density test locations are shown on Figure 1. 3.0 Conclusions Additional earthwork performed that was not included in our previous report dated September 5, 2007 included retaining wall backfill. Based on our test results, the retaining wall backfill tested was compacted to 90%or more of the laboratory maximum dry density(per ASTM D1557-00). Based on our tests and observations, it is our professional opinion that retaining wall backfill was performed in substantial conformance with the geotechnical recommendations contained in the referenced geotechnical report. TGI has performed the observation and testing for this project with the degree of skill and care ordinarily exercised by geotechnical engineers practicing in this and similar localities. No other warranty, expressed or implied is given regarding the conclusions or professional opinions given in this report. TGI assumes no responsibility for fill materials placed without our knowledge, or beyond the area shown on Figure 1. Should you have questions, please feel free to call. Respectfully submitted, TAYLOR GROUP,INC. Q(LpFESSi Erick J.Aldrich,RCE,GE w GE 2565 m W ;0 Senior Engineer EXP.6l30108 GE 2565, Expires 6-30-08 Sp OTECNN� 9 OF CA1 Attachments: Table 1— Field Density Test Results Figure 1 - Density Test Location Map CC: Mrs. Dianna Nunez ZAPROJECTS\00398 Hillcrest Dr._Nunez\399 Hillcrest-Res\As-graded report.doc TABLE 1. FIELD DENSITY TEST RESULTS Field Dry Max.Dry Relative Density Field Moisture Density Compaction Date Test No. Elev. (pcf) (%) (pcf) (%) 11/8/2007 RW1 6'below grade 117.8 9.2 129.0 91% 11/8/2007 RW2 T below grade 117.2 10.5 129.0 91% 11/8/2007 RW3 2'below grade 118.1 4.8 129.0 92% 11/8/2007 RW4 at grade 115.8 8.5 129.0 90% FIELD DENSITY TEST RESULTS TAYLOR GROUP, INC. GEOSCIENCE&ENGINEERING CONSULTANTS PROJECT: Nunez Residence • 719PierViewWay, Oceanside, CA 97054 LOCATION: Encinitas,California re1.760.721.9990 (ax.760.721.9991 www.visifrGi.com NUMBER: G05.00398 u= a z= ag o= S£-060-YSS NdV Ou a2 1 i/ // M py M m •a SO W .. N Infiy m Z E W > a l �'kt aN0 Z p Z ^ p r f0 z d a - � M ai e ivil R� H r� s C W-4 O a �- O H �^ -- - U) u F-4 W4 OD c •� Ln 1 N A O •O z 11 7 N V r� z r CL � w 3A18Q 1S321JllIH �wh V � w • • TAYLOR GROUP, INC. CEOSCENCE a ENc'ivEERrNO CONSULTANTS 719 Pier View Way Oceanside California 92054 tel: 760.721.9990 September 5, 2007 fax:760.721.9991 TGI Project No. G05.00398 www.visitTGI.com Mr. &Mrs.Allen and Dianna Nunez 405 Hillcrest Drive Encinitas,CA 92024 Subject: Report of Geotechnical Testing and Observation During Grading Nunez Residence 399 Hillcrest Drive, Encinitas, California References: "Preliminary Geotechnical Report, Proposed Nunez Residence, 399 Hillcrest Drive, Encinitas, California," prepared by Taylor Group, Inc., TGI Project No. G05-00398, dated February 8,2006. Dear Mr and Mrs. Nunez: Taylor Group, Inc., (TGI) has prepared a preliminary geotechnical report (referenced above) and has provided geotechnical testing and observation services during the grading of the building pads at the subject site. TGI's construction-phase services included geotechnical observations, field density testing, and laboratory testing. The purpose of the observations and testing was to evaluate the construction operations with respect to the recommendations of the referenced geotechnical design report. This report summarizes the results of TGI's observations and testing for the project. 1.0 Project Description The subject property is located at 399 Hillcrest Drive in Encinitas, California and is described as Assessors Parcel Number 216-082-60. The project involves construction of a two-story residence, a one-story office structure, and a one story garage. The two-story residential structure will consist of a partial subterranean level. Other improvements include a concrete driveway, flatwork, wood decks, site retaining walls, planters and landscaping. The main residence has a design pad elevation of 145.25 feet MSL. The Garage and office structures have planned pad grades of 154.25 and 151.25 feet MSL, respectively. ZA00398 Hillcrest Dr._Nunez\399 Hillcrest-Res\grading report.doc Nunez Residence TGI Project No. G05.00398 September 5, 2007 Page 2 The structures at the Site will be of conventional wood frame and concrete masonry construction with slab-on-grade floors and conventional shallow foundations. Foundation loads are assumed to be typical for residential construction, with perimeter footing loads of less than 2,000 pounds per foot and isolated column loads less than 10 kips. 2.0 Grading Operations The existing structure and improvements at the site were demolished and disposed of off site. Geotechnical conditions prior to grading generally consisted of disturbed upper soil from the demolition of the previous existing structure, and native terrace deposits. An overexcavation of up to approximately 3 feet was performed for the office and garage pads. The basement excavation for the residence exposed competent terrace deposits. Based on our observations, the bottoms of the excavations were firm and generally consistent with what was anticipated based on the preliminary geotechnical report. Fill material consisted of on-site silty sand soil. In areas to receive fill, such as at the bottom of the overexcavations, the areas were scarified approximately 8 inches, moisture conditioned, and re-compacted. Field density test results indicate that fill was placed at a relative compaction of 90 percent or more based on ASTM D1557-00. TGI's observation and testing of the above items took place during the period from August 21 through September 5,2007. Maximum dry density tests were performed in the laboratory in general accordance with ASTM Test Method D1557-00 to evaluate the relative compaction of the fill soil tested. Laboratory test results are presented in Table 1. The field density test results are presented on Table 2. The approximate field density test locations are shown on Figure 1. 3.0 Conclusions Excavations encountered disturbed soil and terrace deposits, as expected. Previous test results indicate that structural fill soils placed during grading are not expansive. Structural fill was compacted to 90% or more of the laboratory maximum dry density based on ASTM D1557-00 and in accordance with the recommendations contained in the referenced geotechnical report. Based on our tests and observations, it is our professional opinion that earthwork was performed in substantial conformance with the recommendations contained in TGI's geotechnical report and that the site is acceptable from a geotechnical engineering perspective. TGI has performed the observation and testing for this project with the degree of skill and care ordinarily exercised by geotechnical engineers practicing in this and similar localities. No other warranty, expressed or implied is given regarding the conclusions or professional opinions given in this report. TGI assumes no responsibility for fill materials placed without our knowledge, or beyond the area shown on Figure 1. ZA00398 Hillcrest Dr._Nunez\399 Hillcrest-Res\grading report.doc Nunez Residence TGI Project No. G05.00398 September 5, 2007 Page 3 Should you have questions, please feel free to call. Respectfully submitted, TAYLOR GROUP,INC. OQ�pF ESSIpNgI \G�J.ALp,Q�c Fyn �i -Y GE 2565 y Erick J.Aldrich, RCE, GE -XP.6130108 Senior Engineer d> 07-ECVi��G���Q GE 2565, Expires 6-30-08 rFCFCAt�E� Attachments: Table 1 —Laboratory Test Results Table 2—Field Density Test Results Figure 1 -Density Test Location Map ZA00398 Hillcrest Dr._Nunez\399 Hillcrest-Res\grading report.doc TABLE 1. LABORATORY TEST RESULTS Max.Dry Sample No. Description Density (pcf) Opt.w% NOTES 1 Native reddish brown silty sand(SM) 129.0 10.0 See Attached Curve LABORATORY TEST RESULTS TAYLOR GROUP, INC. GEOSCIENCE&ENGINEERING CONSULTANTS PROJECT: Nunez Residence • 719VierViewfty, Oceanside, CA 92050 LOCATION: Encinitas,Califomia tel 760.721.9990 fox.760.721.9991 wwwvisi$TGI.com NUMBER: G05.00398 135 130 125 Source of Material B3 3.0 Description of Material 120 Test Method ASTM D1557 Method A 115 TEST RESULTS Maximum Dry Density 129.0 PCF 110 Optimum Water Content 10.0 % CL U) ATTERBERG LIMITS w 105 0 } NA LL PL PI 0 100 Curves of 100%Saturation for Specific Gravity Equal to: 2.80 95 2.70 2.60 90 I NA 85 a c� 80 m 5 a 75�t 0 5 10 15 20 25 30 35 40 45 U WATER CONTENT,% _ MOISTURE-DENSITY RELATIONSHIP g r TAYLOR GROUP. INC. PROJECT: Proposed Nunez Residence < GEOSCIENCE 3 ENGINEERING CONSULTANTS 2 7l9PerVrw"4 GYem - C.9 92054 LOCATION: Encinitas,CA O �e[.760.72/.9990 kK.760.721.999! wNm�.vieilMIL U NUMBER: 605.00398 TABLE 2. FIELD DENSITY TEST RESULTS Field Dry Max.Dry Relative Density Field Moisture Density Compaction Date Test No. Elev. (pcf) (%) (pcf) (%) 8/21/2007 Pi 146.0 117.6 8.1 129.0 91% 8/21/2007 P2 142.0 117.2 9.7 129.0 91% 8/21/2007 P3 147.0 116.2 11.8 129.0 90% 8/21/2007 P4 148.0 120.3 11.6 129.0 93% 8/21/2007 P5 150.0 116.7 10.1 129.0 90% 8/28/2007 P6 150.0 119.0 6.0 129.0 92% 8/28/2007 P7 154.0 125.0 9.7 129.0 97% 8/28/2007 P8 145.0 125.8 9.8 129.0 98% 8/28/2007 P9 151.0 119.0 8.8 129.0 92% 9/5/2007 P10 149.5 117.2 11.2 129.0 91% 9/5/2007 Pi l 151.0 122.4 5.9 129.0 95% FIELD DENSITY TEST RESULTS TAYLOR GROUP, INC. GEOSCIENCE&ENGINEERING CONSULTANTS PROJECT: Nunez Residence • 719P7erViewWay, Oceanside, ca 92050 LOCATION: Encinitas,California te1.760.721.9990 fax.760.72L9991 wwwwwrMixom NUMBER: G05.00398 0z 9C-060-f9z Ndtl Z rCr�Z yy w w O C �J V 0 R6 Y F •V Ri a 0- w �W Clio T. X co cn - j yi rn L w 00 9 � ui co � z � cCl mo py m ZEa i, m w m a m o a a Q K K AI N m m Z 0. ~ � \ r H _ " OH - - " 0.4 � ----� 0 p° 0 a � n 1 OD W � N N /r 0 o n N A-a Z V Q Q A� W z an�aa 1s3N3IIiH w W �1 Rr f TAYLOR GROUP, INC. 719 PiViezvWm GE.OS:'IENCE&ENGINEEPHNV;CONS,It Pier TANIS ./ Oceanside California 92054 tel: 760.721.9990 June 28,2007 fax:760.721.9991 TGI Project No. G05.00398 zvwm.tglor-group.us Mr. &Mrs.Allen and Dianna Nunez 405 Hillcrest Drive Encinitas, CA 92024 SUBJECT: GEOTECHNICAL REVIEW OF PROJECT PLANS PROPOSED NUNEz RESIDENCE -- - 399 HILLCREST DRIVE,ENCINITAS,CA Reference: "Preliminary Geotechnical Report, Proposed Nunez Residence, 399 Hillcrest Drive, Encinitas, CA," prepared by Taylor Group, Inc., dated February 8, 2006. "Preliminary Geotechnical Report - Update Letter, Proposed Nunez Residence, 399 Hillcrest Drive, Encinitas, CA," prepared by Taylor Group, Inc., dated March 26, 2007. "The Nunez Residence, 399 Hillcrest Drive, Encinitas, CA 92024," project plans prepared by Torgen Johnson; Structural and Civil portions prepared by Logan Engineering, dated June 11, 2007. Dear Mr. and Mrs. Nunez: Taylor Group, Inc. (TGI) has reviewed the above-referenced plans for a proposed single family residence located at 399 Hillcrest Drive in Encinitas, California ("the project"). TGI's review was limited to those elements of the referenced plans that relate to the geotechnical aspects of the project and the recommendations contained in the referenced geotechnical reports prepared by TGI. Based on our review, we conclude that the geotechnical-related elements of the referenced plans are in general conformance with the recommendations provided in the above-referenced geotechnical report prepared for this project by TGI. As noted in our report, TO should provide geotechnical observation and testing services __ during construction to verify that our recommendations are properly implemented. TGI appreciates the opportunity to be of service to you. Please contact me if you have any questions. Sincerely, TAYLOR GROUP,INC. Q�pFES& J.ALO,Q�c Fyc/ O,� �� r GE 2565 y X Er J.Aldrich, RCE, GE * Exr.6/30108 Senior Engineer s cAI0rs 14 G.E. 2565 Expires 06.30.08 gTFOFCAL\F Cc: Torgen Johnson (4) • TAYLOR GROUP, INC. e_osciENcE& 719 Pier View Way Oceanside California 92054 tel: 760.721.9990 March 26, 2007 fax:760.721.9991 TGI Project No. G05.00398 wunv.taylor-group.us Mr. &Mrs. Allen and Dianna Nunez 405 Hillcrest Drive Encinitas, CA 92024 SUBJECT: PRELIMINARY GEOTECHNICAL REPORT—UPDATE LETTER PROPOSED NUNEZ RESIDENCE 399 HILLCREST DRIVE, ENCINITAS,CA Reference: "Preliminary Geotechnical Report, Proposed Nunez Residence, 399 Hillcrest Drive, Encinitas, CA," prepared by Taylor Group, Inc., dated February 8, 2006. Dear Mr. and Mrs. Nunez: In accordance with your request, Taylor Group, Inc. (TGI) has prepared this preliminary geotechnical investigation update letter for a proposed residence located at 399 Hillcrest Drive in Encinitas, California. In February 2006, TGI issued the above referenced report for the proposed project. It is our understanding that the proposed project has not changed significantly since the referenced report was issued. Based on our review of the referenced report, site plan, and our site visit on March 23, 2007, the geotechnical recommendations and design parameters presented in the referenced report are generally applicable to the planned development with the following addition: ► PCC pavement should consist of 4 inches of concrete reinforced with No. 3 reinforcing bars spaced 24 inches on center in both directions. The upper 8 inches of the subgrade should be compacted to a relative compaction of 95 percent or greater. PCC pavement should include construction joints spaced at intervals of no more than 20 feet. The Site is suitable for the proposed improvements from a geotechnical perspective provided that the recommendations contained in the referenced report are properly implemented during design and construction of the planned improvements. TGI appreciates the opportunity to be of service to you. Please contact me if you have any questions or need anything further. Sincerely, TAYLOR GROUP, INC. Q�nFESS10N J.ALDc Fyc/ GE 2565 Erick J. Aldrich, RCE, GE ' Senior Engineer EXP.6130108 G.E. 2565 Expires 06.30.08 sr4to�ECHN���a��' ,EOF CC: HL Engineering & Surveying, Attn: Doug Logan I t a•_ ' a• .i. ti ' 'M' ;�,.. ♦, .fir �� J PRELIMINARY GEOTECHNICAL REPORT PROPOSED NUNEZ RESIDENCE J 399 Hillcrest Drive, Encinitas, California J J J Prepared for: J Allen and Dianna Nunez 405 Hillcrest Drive Encinitas, CA 92024 J J J J TGI Project No. G05.00398 February 8, 2006 1 r • Taylor Group, Inc. 719 Pier View Way,Oceanside,CA 92054 tel.760.721.9990 fax.760.721.9991 J _ TAYLOR GROUP, INC. GEOSCIENCE&ENGINEERING CONSULTANTS 719 Pier View Way Oceanside California 92054 February 8,2006 tel: 760.721.9990 TGI Project No.G05.00398 fax:760.721.9991 www.visitTGI.com Mr.&Mrs.Allen and Dianna Nunez 405 Hillcrest Drive Encinitas,CA 92024 SUBJECT: PRELIMINARY GEOTECHNICAL REPORT PROPOSED IMPROVEMENTS 405 HILLCREST DRIVE,ENCINITAS,CALIFORNIA Dear Mr.&Mrs.Nunez: Taylor Group, Inc. (TGI) has finished the preliminary geotechnical evaluation report for the proposed improvements located at 405 Hillcrest Drive in Leucadia,California(City of Encinitas). We are pleased to submit this report presenting the results of our evaluation and providing a summary of our professional opinions,conclusions and geotechnical recommendations for the project. Based on our understanding of the project and the results of our evaluation, the Site is suitable for the proposed improvements from a geotechnical perspective provided that the recommendations contained in TGI's report are properly implemented during design and construction of the planned improvements.. It is important that the recommendations contained in this report are properly incorporated into the project plans and specifications. If the recommendations contained in this report do not cover a specific feature of the project, please contact TGI for additions,revisions or clarifications to the recommendations. TGI appreciates the opportunity to be of service to you. Please contact the undersigned if you have any questions regarding this report. Sincerely, TAYLOR GROUP,INC. S�Ot`tAL GAO �QROFESSIp ! NICHOLAS HO B C ?ckjl. HAGEN N .No 2565 — C R7 FIIED Exp. 6130/06 ENGINEERING E drich,RCE GE N* * Nicholas B.Hagen 9 GEOLOGI5T Senior Engineer tl,JCH Senior Engineering Geologist OQ- GE 2565,Expires 06.30.06oF�uK,R CEG 2367,Expires 04.30.07 OFCAL.�F Expires April 30,2007 Z:\00398 Hillcrest Dr._Nunez\405 Hillcrest\report_transletter.doc FIGURES FIGURE 1. SITE LOCATION AND VICINITY MAP FIGURE 2. BORING LOCATION MAP FIGURE 3. MAP OF ACTIVE REGIONAL FAULTS APPENDICES APPENDIX A.1-LOGS OF BORINGS AND TEST PIT FOR PROPOSED IMPROVEMENTS,405 HILLCREST DRIVE APPENDIX A.2-LOGS OF BORINGS FOR PROPOSED RESIDENCE AT 399 HILLCREST DRIVE APPENDIX B.1-LABORATORY TESTING DATA APPENDIX B.2-LABORATORY TESTING DATA FROM ADJACENT SITE LOCATED AT 399 HILLCREST DRIVE TAYLOR GROUP,INC. Page ii TGI Project G05.00398 February 8,2006 ONE INTRODUCTION 1.1 GENERAL This report presents the results of a geotechnical evaluation for proposed improvements at 405 Hillcrest Drive in Encinitas,California(Figure 1). Taylor Group,Inc.(TGI)prepared this report for the exclusive use of the current owners and their design consultants. This work was performed in general accordance with TGI's --proposal dated August 5-2005(Revised-November 30,2005): --- -- -- 1.2 SITE DESCRIPTION The project site(hereinafter"Site")consists of a trapezoidal-shaped lot with an existing residential structure and associated improvements. The Site is located in a fully-developed residential neighborhood in Leucadia, California(City of Encinitas). The subject lot is roughly rectangular with a driveway that extends east from Hillcrest Drive,and up to the property(Figure 2). The lot has an overall gentle gradient towards the west with a minor slope in the rear yard that is about 10 feet high at a slope ratio of about 3:1 or flatter. An approximately 3-foot high retaining wall is located at the bottom of the slope. An existing carport is also located on the lot. Other existing improvements at the Site include an asphalt concrete driveway,flatwork,underground improvements,fences,and landscaped areas. Residential lots with existing homes are located north,south,and east of the site. Hillcrest Drive is west of the site. The site is at an elevation of about 80 to 116 feet MSL. 1.3 PROJECT DESCRIPTION TGI has been provided with a conceptual site plan for the project (Figure 2). Based on the site plan, we understand that planned improvements include a pool that will be located on the slope in the rear yard,a pathway to the adjacent property at 405 Hillcrest Drive,a parking terrace,an upper terrace along the property line, and various flatwork and landscaping. The planned improvements are located east of the existing residence. The pool water elevation is shown as 112 feet MSL. The upper and lower terraces will be at elevations of approximately 117 and 104 feet MSL,respectively. The pathway will extend across the existing slope and down to a lawn area near the residential structure. It is anticipated that retaining walls may also be constructed at the site. 1.4 OBJECTIVE&SCOPE The primary objective of this investigation was to provide geotechnical design recommendations for the proposed project at the Site. To accomplish this objective,the following tasks were performed: ► Discussions with the owner and architect regarding the conceptual design of the improvements; ► Visual geotechnical reconnaissance of the Site and vicinity; ► Review of available published information and reports regarding geotechnical,geologic and seismic conditions; ► Excavation and sampling of two (2)exploratory borings and one (1)test pit; TAYLOR GROUP,INC. Page 1 TGI Project G05.00398 February 8,2006 ► Geotechnical laboratory testing of samples retrieved during the field investigation; ► Geotechnical engineering evaluation; ► Preparation of this report documenting the results, conclusions and recommendations of our investigation. TAYLOR GROUP,INC. Page 2 TGI Project G05.00398 February 8,2006 FIELD EXPLORATION Two AND LABORATORY TESTING 2.1 FIELD EXPLORATION TGI performed a subsurface exploration program at the Site on January 4,2006. The investigation included drilling,logging and sampling of two exploratory borings and one test pit to depths of up to approximately 1 foot. The exploratory excavations were generally located near the footprint of the planned improvements and were excavated by hand. TGI's on-site personnel visually classified and logged the materials encountered in the exploratory excavations and obtained a bulk sample near the surface for observation and laboratory testing. Auger refusal was encountered in the excavations and undisturbed samples could not be obtained due to the relatively dense nature of the soil. The exploration locations are shown on Figure 2 and the logs are included in Appendix A of this report. Four borings were excavated on the adjacent property at 399 Hillcrest Drive for a separate report for that property. These exploration logs have also been included in Appendix A. 2.2 GEOTECHNICAL LABORATORY TESTING Samples that were obtained during the field investigation were transported to TGI's laboratory for geotechnical testing. The laboratory testing program performed for this investigation included tests to evaluate engineering index properties,in-situ moisture,compaction characteristics,and corrosivity of selected samples. The testing program consisted of the following tests: TEST PROCEDURE TEST METHOD NO.OF TESTS Moisture content and density ASTM D 2216 1 Particle size analysis ASTM D 422 1 Compaction Density/Optimum Moisture Content ASTM D 1557 1 PH -- 1 Soluble Sulfates Caltrans 417 1 Soluble Chlorides Caltrans 422 1 Laboratory tests were performed in general accordance with the applicable ASTM procedures or procedures generally accepted in geotechnical engineering practice. Test results are summarized and presented in Appendix B. Test results from the geotechnical evaluation of the property located adjacent to the site at 399 Hillcrest Drive are also included in Appendix B. TAYLOR GROUP,INC.. Page 3 TG Project G05.00398 February 8,2006 THREE SITE AND SUBSURFACE CONDITIONS 3.1 SITE CONDITIONS The Site consists of a lot that slopes gently to the west. The existing building's finish floor elevation is 102 feet MSL. An existing residential structure and related improvements are currently located on the lot. Access to the site is provided from a driveway that extends upward from Hillcrest drive. Similar residential lots are located to the north, south, and east of the subject lot. The property currently consists of the structure, a - - --paved driveway;concrete-walkways,lawn areas,and various-landscaping-plants and trees -- - - 3.2 REGIONAL AND LOCAL GEOLOGY The site lies within the western portion of the Peninsular Range geomorphic province,an extensive uplifted fault block that occupies the southwestern portion of California and extends southward into Baja California. The geologic structure of the area of investigation is dominated by a system of northwest trending mountain ranges separated by sub-parallel fault zones including the San Clemente, Palos Verdes/Coronado Bank, Newport-Inglewood/Rose Canyon, Elsinore,and San Jacinto fault zones. All of these faults are believed to have experienced historic or recent movement(within in the past 10,000 years). Movement along these faults or others can be expected during the lifetime of the project. Locally, the Rose Canyon Fault is located approximately 4 miles west of the Site. A fault map is included as Figure 3. Geologic maps indicate that the site is underlain by Pleistocene-aged terrace deposits,which are generally comprised of reddish-brown, poorly bedded, poorly to moderately indurated sandstone, siltstone and conglomerate.Terrace Deposits are susceptible to weathering and erosion. No landslides are mapped within 1 mile of the Site,based on the available references reviewed by TGI. 3.3 SUBSURFACE CONDITIONS Near surface deposits encountered by TGI at the Site consist of topsoil and Pleistocene-aged terrace deposits. The topsoil was observed in the test pit and terrace deposits were encountered in each excavation. Site subsurface conditions are further described in the following sections. 3.3.1 Topsoil The topsoil encountered consists of dark brown, damp to moist, loose silty sand. The topsoil encountered was approximately 1 foot thick. 3.3.2 Terrace Deposits Pleistocene-age terrace deposits were encountered at or near the surface in each exploratory excavation to the depth explored. The native terrace deposits were generally comprised of reddish brown,dry to damp,hard silty sand. Auger refusal was encountered at each boring. TAYLOR GROUP,INC. Page 4 TGI Project G05.00398 February 8,2006 3.4 GROUNDWATER Groundwater was not encountered in TGI's excavations at the time of our investigation, and based upon available information,is expected to be at a depth of more than 50 feet below ground surface in the vicinity of the Site. Some zones of seepage and/or perched zones of groundwater could occur during excavations in connection with irrigation,seasonal precipitation,or other factors. In addition,precautions should be taken to reduce the potential for water intrusion in the floors and retaining walls. Recommendations are provided for subsurface retaining wall drainage systems and slab underlainment to reduce the potential for moisture intrusion:---_._ 3.5 SLOPE STABILITY Landslides or slope failures are an abrupt movement of soil and/or bedrock downhill in response to gravity. Slope failures generally occur when the driving force induced by the weight of the earth materials within a slope exceeds the strength of those materials. Unstable slope conditions can arise from a number of natural and manmade causes,including increased moisture content,earthquakes,over steepening of the slope angle, and loading at the top of the slope.Slope failure can result in damage to property and injury or loss of life. There are no significant planned slopes more than 5 feet high at the site and based on our evaluation,no known landslides or slope failures exist on the site. The existing slope in the rear yard has a relatively gentle gradient of 3:1 or flatter,consists of terrace deposits,and is considered to generally be stable. The planned pool construction is not expected to be a significant concern with respect to the stability of the slope. Grading of the pathway and construction of the terraces are also not expected to have an adverse effect-on the stability of the slope. However,if grading plans are prepared,TGI should review the plans prior to construction to verify our assumptions related to the grading at the site. TAYLOR GROUP,INC.. Page 5 TGI Project G05.00398 February 8,2006 FOUR GEOTECHNICAL EVALUATION & RECOMMENDATIONS 4.1 GENERAL DISCUSSION This section provides a general description and evaluation of anticipated ground behavior and geotechnical recommendations for design and construction of the proposed structures and improvements. The results of - TGI s-investigation and-analysis indicate that the proposed project is feasible-from a geotechnical engineering- standpoint provided that the recommendations provided in this section are followed. Soil and subsurface conditions at the Site are generally favorable, consisting predominantly of terrace deposits with minor amounts of topsoil in some areas. Significant amounts of expansive or organic soils were not encountered in TGI's exploratory excavations. Based on the results of TGI's investigation and analyses,geotechnical considerations that relate to design and construction include the following: ► Terrace deposits were encountered in each boring and the test pit to the depths explored. Topsoil was encountered in test pit TP-1 to a depth of approximately 1 foot. The topsoil should be removed to competent terrace deposits under planned improvement areas. ► The subgrade in areas where improvements are planned and at removal bottoms should be scarified 8 inches,moisture conditioned,and compacted to 90 percent relative compaction(per ASTM D1557). ► The pool design,excavation,and subgrade preparation should be performed in accordance with the pool designer's recommendations. The on-site soils are considered to be non-expansive. ► Although not specifically shown on the site plan provided to TGI,there may be some site retaining walls planned for the project. Earth pressure recommendations, drainage recommendations, and other geotechnical design parameters for site retaining walls are provided. Recommendations associated with these and other issues are presented in the following sections. If the recommendations appear not to cover a specific feature of the project, please contact TGI for required additions,revisions or clarifications to the recommendations. 4.2 EARTHWORK RECOMMENDATIONS The planned improvements at the Site will require minor earthwork and grading. General guidelines for earthwork are summarized in the following sections. 4.2.1 Site Clearing Any existing below-grade elements in the vicinity of the planned improvements at the site including old footings, sewer lines,water lines and any other objects should be removed. Care should be taken to verify that all connections to sewer and water lines are properly disconnected and properly capped. All removed debris should be disposed of off-site. TAYLOR GROUP,INC. Page 6 TGI Project G05.00398 February 8,2006 All existing vegetation,including root systems,fill,debris and any otherwise unsuitable material within the planned construction area of the site should be cleared and disposed off-site. If any subsurface piping associated with abandoned irrigation or drainage systems are encountered, they should be removed and disposed of. Care should be taken to verify that all water connections to irrigation or drainage system piping are properly disconnected and properly capped. 4.2.2 Excavation and Subgrade Preparation -In-the--areas where-improvements-are planned, we recon+rnend-removing-topsoil-by excavating-it and - replacing it as compacted fill. We also recommend that after removals of the topsoil are performed and prior to placing fill,the subgrade should be scarified 6 inches,moisture conditioned,and recompacted. Areas of improvements where the subgrade consists of terrace deposits should also be scarified,moisture conditioned and compacted. It is anticipated that most of the material encountered may be excavated using conventional earthmoving equipment, however, if concretions or cemented areas are encountered, they could require some heavy ripping. A bulking factor of 30%should be considered for material handling and stockpiling. Temporary sidewall slopes for excavations more than 5 feet deep should be properly shored or laid back at no steeper than 1:1 (horizontal:vertical)up to a maximum height of 10 feet. In general,excavations should be performed in accordance with Cal-OSHA requirements for Type C soils. Site safety and the stability of temporary slopes will be the contractor's responsibility. 4.2.3 Fill Material Based on the information from TGI's borings and test pit,onsite excavated material will consist mainly of silty sand. The silty sand is suitable for use as fill. If rock or cobble larger than 4 inches is encountered in the excavated soil,it should be removed prior to using the soil as compacted fill. If material must be imported for use as structural fill,it should meet the following specifications: ♦ U.B.C.Expansion Index<20 ♦ Plasticity Index<12 ♦ No Organic Material ♦ No rocks larger than 4 inches ♦ Less than 15 percent rock larger than 2-1/2 inches ♦ Less than 25 percent gravel larger than 1/4 inch 4.2.4 Compaction Structural fill,backfill and subgrade soils should be compacted to a relative compaction of at least 90 percent as determined by ASTM D1557-00. Prior to compaction,fill soils should be thoroughly mixed and moisture conditioned to bring the moisture content to within about 2 percent of the optimum moisture content and spread in uniform lifts of less than 8 inches(uncompacted thickness). TAYLOR GROUP,INC. Page 7 TGI Project G05.00398 February 8,2006 4.2.5 Surface and Subsurface Drainage Final grading of the site must facilitate positive surface drainage away from foundations to prevent ponding of water. The minimum slope adjacent to structures should be 2 percent. 4.3 POOL DESIGN AND CONSTRUCTION The pool design, excavation, and subgrade preparation should be performed in accordance with the pool designer's recommendations based on the soil conditions described herein. Based on the exploratory excavations and expansion index test results for a sample obtained from the property adjacent to the site,the on-site soils are considered to be non-expansive silty sand. The boring excavated in the vicinity of the pool encountered refusal in hard terrace deposits at a depth less than 1 foot,therefore,TGI could not evaluate the material that will be encountered during the pool excavation. However,all of TGI's exploratory excavations on the site and on the property adjacent to the site encountered silty sand material to the depths explored(up to 5 feet below the existing grade). 4.4 TERRACES AND FLATWORK Exterior slabs for the proposed upper terrace,flatwork,and walkways should be at least 4 inches thick with minimum reinforcement consisting of No.3 reinforcing bars spaced 18 inches on center in both directions. The proposed lower terrace may be used for vehicle parking and should therefore,consist of a concrete slab that is at least 5 inches thick with minimum reinforcement consisting of No. 4 reinforcing bars spaced 18 inches on center in both directions.The reinforcing steel should be placed in the upper 1/3 of the slab with at least 1 inch of concrete cover. Exterior slabs may be placed directly on a properly compacted subgrade consisting of fill,or on terrace deposits that have been scarified,moisture conditioned,and compacted, 4.5 RETAINING WALLS Although not specifically shown on the site plan provided to TGI, there may be some site retaining walls planned for the project. Rigid,unrestrained(cantilever)retaining walls with level backfill may be designed using an active earth pressure coefficient (KA) of 0.33 or an equivalent fluid pressure of 40 pcf. Passive resistance should be calculated using a passive earth pressure coefficient(Kr) of 3.0 or an equivalent fluid pressure of 350 pcf. Retaining walls should be waterproofed using an approved cementitious or elastomeric waterproofing system and should be well drained using permeable backfill consisting of a minimum 1-foot wide zone of free- draining crushed rock extending from the base of the wall to within 18 inches of the ground surface. Perforated drain pipes should be placed at the base of retaining walls. Crushed rock should be separated from the adjacent soil with approved filter fabric. Site soils may be used as wall backfill behind the crushed rock and filter fabric. 4.6 CONCRETE AND STEEL CORROSION A representative sample of near-surface soil from Boring B-1 at a depth of 1 to 3.5 feet was tested to evaluate TAYLOR GROUP,INC. Page 8 TGI Project G05.00398 February 8,2006 the concentrations of soluble sulfates and soluble chlorides,the pH of the soil,and the minimum resistivity (Appendix B). Results are summarized below: ► The measured minimum resistivity value of 3,200 ohm-cm indicates that the site soil is generally mildly corrosive to steel. ► The concentration of soluble chlorides was determined to be 220 parts per million(ppm). Water soluble chloride concentrations less than 500 ppm are typically below the threshold where they are considered corrosive to steel. ► The concentration of soluble sulfates was determined to be 240 ppm(0.024%). Sulfate concentrations in soil of less than 1,000 ppm typically exhibit negligible corrosion effects on concrete. The measured values are representative of corrosivity indices for the on-site soil. We recommend that concrete to be used for footings, slabs, stem walls and other concrete on or below grade should have an average 28-day compressive strength of 3,000 psi. Due to the potential for varying site conditions,Type Ii,`V alkali-resistant cement should be specified. The site soils are generally expected to be mildly corrosive to steel,iron pipe and reinforcing steel in concrete. Therefore,care should be taken to ensure adequate concrete placement(using vibratory methods,where approved)and embedment of all reinforcing steel to reduce the potential for corrosion. TAYLOR GROUP,INC. Page 9 TGI Project G05.00398 February 8,2006 F PLAN REVIEW & FIVE CONSTRUCTION OBSERVATION 5.1 PLAN REVIEW TGI should review the project plans and specifications to evaluate conformance with the recommendations presented in this report and to assess whether additional analyses or recommendations are necessary based on the final design of planned improvements. 5.2 CONSTRUCTION OBSERVATION AND TESTING Earthwork associated with this project should be performed under the observation of a qualified geote6nical engineer from our office to evaluate whether the recommendations presented in this report are followed. Observation and testing of the following items are of particular importance: ► Removal of topsoil,subgrade preparation, and recompaction of the existing soil; ► Retaining wall foundation excavations,backfill,and drainage elements, and; ► Placement of engineered fill in excavations and trenches. TAYLOR GROUP,INC. Page 10 TG Project G05.00398 February 8,2006 SIX LIMITATIONS The subsurface conditions and engineering evaluation presented in this report were based on the results of a limited field exploration and laboratory testing program. Subsurface conditions are, by their nature, uncertain and may vary from those encountered at specific excavation locations,tested in the laboratory,or documented in published documents. The investigation described in this report is limited. A more complete investigation performed at greater cost would provide more accurate and reliable information regarding subsurface conditions and geotechnical characteristics of the site. The findings,conclusions and recommendations presented in this report are based on the current assumed site improvements and estimated foundation loads, which may be subject to change. TGI has not been provided with or reviewed preliminary plans for the proposed improvements at the time this report was prepared. If the improvements vary significantly from those described or conditions change from the stated assumptions presented herein,TGI should be consulted to update and modify,as needed,the conclusions and recommendations presented in this report. The findings,recommendations and professional opinions presented in this report were developed in general accordance with generally accepted principles and practices of the geotechnical engineering profession at the time of the report preparation. TGI makes no other warranty,either expressed or implied,in fact or by law. TAYLOR GROUP,INC. Page 11 TGI Project G05.00398 February 8,2006 SEVEN REFERENCES California Department of Water Resources, 1967. "Ground Water Occurrence and Quality:San Diego Region, Volume I. Text",June 1967. California Division of Mines and Geology, 1993. "The Rose Canyon Fault Zone Southern California", DMG - ----- Open=File Report 93-02: - -- - - - -- California Division of Mines and Geology, 2001 (reprint). "Geology of the San Diego Metropolitan Area, California",DMG Bulletin 200. California Division of Mines and Geology,1982. "Recent Slope Failures,Ancient Landslides,and Related Geology of the North-Central Coastal Area, San Diego County, California",DMG Open-File Report 82-12. Joyner,W.B.and Boore,D.M.,1988. "Measurement, Characterization and Prediction of Strong Ground Motion", Earthquake Engineering and Soil Dynamics II - Recent Advances in Ground Motion Evaluation. Geotechnical Special Publication 20,ASCE,New York,N.Y.,pp.43-102 NCEER, 1996. "Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils",Salt Lake City,Jan.5-6, 1996 Petersen,M.D.et.al.,1996. "Probabilistic Seismic Hazard Assessment for the State of California".DMG Open-File Report 96-08,USGS Open-File Report 96-706. Rivero, C., Shaw, J.H. and Mueller, K., 2000. "Oceanside and Thirtymile Bank blind thrusts: Implications for earthquake hazards in coastal southern California",Geology,Vol.8,No. 10,October 2000 San Diego Geographical Information Source(SanGIS),"Geohazards Data Layer",htW://-Anvw.sangis.org,May 27,2005. Seed,H.B.and Idriss,I.M.,1971. "Simplified Procedure for Evaluating Soil Liquefaction Potential",Journal of Soil Mechanics and Foundation Division,ASCE,Vol.97,No.9 TAYLOR GROUP,INC. Page 12 TGI Project G05.00398 February 8,2006 r « 4 t 4 > 1 �• 1 W� •1� I 'J - 4f 97 , t r y 4 a> y I .\ PInto 1� ,�� V 32� •i Z 1 �' '} A, BA i LA cos7A lf a 10 alp •n f _ 40� �i� } 1 l'17 .- F L 4 � :� �' l�.'L.I i��I �I•+'�','I F�i• II.. ,k .�, •i� Ala; }�(((� � I,t 'I �� wale a IP �7anR in 111'.a eteSnk\ �' � t ` fit �-�'�e�';�(��'�•�•=� �f . ' .;;t:�..a�'�� I /__�s�" . .. SB�i#�it�Ge}dens�ce„ �''�',-�, I •+' ` P rlt �-i a4n1y Fe:k •; � i«lr� �1q :. , 3 t T ft 0 800 1600 2400 3200 4000 FIGURE 1. SITE LOCATION AND VICINITY MAP ® Proposed Nunez Residence,Encinitas,CA TGI Project No.G05.00398 , Date: February . TAYLOR GROUP,INC. �GEOS('FNCF'.FNfi lIFFC Pi.i!'^NSUI tANiS Source: DeLorme 3-D TopoQuads,California South Region 5 rY 2OOG u= ---- z I - o Z vW L r�=-=—___ w a v H I v mail' LU Ln `a ui - - Z o 11 W / ,o c'"',3' w � Z o Oo �o LrI Z o ° Q N m � k >, LLJ� O ,p LL II .' N v Z i II n+ W p v N W t/a �___ ==a �+ D o 0 0 w -41 11 11 CL d p = d d GJ n J d a> U � I O G. o H Z I � I m u L O •rr. �.,_'• r_•{�":•.__"y-'.,',` � w Ltd � . F. . . .R :.r-• U C •`'��' �s Y.s. �':his.":��••.•�q:,*-`�'Y:'_! � !+� N O —•�Y•'- •:M1J�,`--i �•-'•'•� -tip+ -• ,•i:�♦ `1-, .•� CD /R CL _� ••r_ _• �j 1 r•c:-•-~ 2j.mot•.:.�:• �n ,Y.•�':.i� L 1 O C 1 I I O _--_----___J L_-_-_---_-- 1 O I ' 1 e1' J I 1 1 j `♦� cu 1 ,: ♦ 12 °- I Q --- --- ----------- vs W cL 1 a I I � _ MORERO vKLET'FYVT I — on e q ach Ga !e1i6iove ~;S Eta Ana ;$d I � 2 f . 10a �osG r0 T 9j y 0 o G� �cdd X00 76 i )sue 01 F/s Catdlina FSCa"p ry)ent�c)u/t i 8 PROJ CT SITE 0 o e e ICP Q• (0 U I e OT D' � ' G O nz dG, ,ZS _ G� •90 / f' :as .-- -------.--w.- -.- ..-•- 0 O 20 Source:Scripp's Institute of Oceanography Scale(mi.) EMTGROUP OF ACTIVE REGIONAL FAULTS unez Residence,Encinitas,California 0398 ` TAYLOR GROUP,INC. EOS'_E11CF g FNG NEFR�NG CJNSOJANTS ol E- &-- r,,`DlX A ., Lois of Borings an.d: Test pit for proposed Improvements Proposed Improvements 405 Hillcrest Drive Encinitas,California KEY TO TEST PIT/TRENCH LOG TEST PIT NUMBER TP-1 PAGE 1 OF 1 DATE STARTED 11/21/02 COMPLETED 11/21/02 GROUND ELEVATION Not Surveyed TEST PIT SIZE 2'x 10' EXCAVATION CONTRACTOR AAAAA Drilling,Inc. GROUND WATER LEVELS: EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION dry LOGGED BY A.Bore CHECKED BY Y.Me AT END OF EXCAVATION dry NOTES Weather: Warm sunny,slight westerly wind 3hrs AFTER EXCAVATION 12.5 ft W a. 0 Lu a�i z D *tests U? T O p a c�i m O> remarks' N MATERIAL DESCRIPTION Q Z UZ o C 1 2 3 4 Gray-brown clayey sandy gravel,medium dense to dense,moist to wet, ' gravels subrounded up to 2"diameter SPT MC=11% • 1 100 6-8 DD=86 pcf LL=40 GC __"PL=20 • ,neq-348 MC 83 13-17 MC=18% 2 DD=76 pcf 4.0 LL=45 Brown clayey sand,medium stiff,moist 5 PL=23 Fines 0 Sc ULK 100 10 3 grades more clayey 10.0 Blue-gray sandy clay,medium stiff,moist CL 3 13.0 Bottom of test pit at 13.0 feet. SP1 100 6-8 STD.PENETRATI N TE T SA MPLE&BLOW COUNTS FOR 6"INCREMENTS 1. MC 100 13-17 0 1-2 MODIFIED CALIFO RNIA 3PLIT SPOON SAMPLE&BLOW COUNTS FOR 6"INCREMENTS N m BU3 100 BULK(BAG)SAMP E NOTES J 0 1. LABORATORY TEST RESULTS FOR SAMPLE(SEE APPENDIX B FOR DETAI S) z 2. UNIFIED SOIL CLASSIFICATION SYSTEM(USCS)SOIL CLASSIFICATION BA 3ED C LABORATORY TESTING AND/OR VISUAL CLASSIFICATION 3. GRAPHIC LOG DESCRIPTION(SEE USCS CHART) a 0 4. DESCRIPTION OF MATERIAL AS OBSERVED IN FIELD AND MODIFIED BASE D ON LABORATORY TESTING RESULTS AND EXAMINATION K 0 a J J W 3 a F m TAYLOR GROUP. INC PROJECT NAME World Headquarters Bldg PROJECT NUMBER G04.01234 QJ GEOSCIENCE&ENGINEERING CONSULTANTS W 719 Pier Vim Way Oceanside CA 92054 CLIENT ABC Corporation w M.760.727.9990 Fax.760.721.9991 wmro.nisitTGl.corn PROJECT LOCATION 1000 Main Street San Diego CA n� 0 TAYLOR GROUP,INC. • GEOSCIENCE&ENGINEERING CONSULTANTS SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS CLEAN soe WELL-GRADED GRAVELS,GRAVEL- SAND GRAVEL GRAVELS 6 GW AND F NESMIXTURES,LITTLE OR NO • . GRAVELLY o SOILS (LITTLE OR NO FINES °& �' POORLY-GRADED GRAVELS, o0 t) 0 0 GP GRAVEL-SAND MIXTURES,LITTLE Q o0 OR NO FINES COARSE o GRAINED GRAVELS WITH ° °O SILTY GRAVELS,GRAVEL-SAND- SOILS MORE OF THAN SE% FINES GM SILT MIXTURES FRACTION o RETAINED ON NO. 4 SIEVE (APPRECIABLE CLAYEY GRAVELS,GRAVEL-SAND- AMOUNT OF FINES) GC CLAY MIXTURES SAND CLEAN SANDS SW WELL-GRADED SANDS,GRAVELLY MORE THAN 50% SANDS,LITTLE OR NO FINES OF MATERIAL IS AND LARGER THAN SANDY NO.200 SIEVE SOILS POORLY-GRADED SANDS, SIZE (LITTLE OR NO FINES) :. SP GRAVELLY SAND,LITTLE OR NO FINES SANDS WITH SILTY SANDS,SAND-SILT OF COARSE E MORE THAN FINES SM MIXTURES FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE CLAYEY SANDS,SAND-CLAY AMOUNT OF FINES) SC+ MIXTURES INORGANIC SILTS AND VERY FINE M L SANDS,ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE SILTS LIQUID LIMIT INORGANIC CLAYS OF LOW TO AND MEDIUM PLASTICITY,GRAVELLY GRAINED CLAYS LESS THAN 50 CL CLAYS,SANDY CLAYS,SILTY CLAYS, SOILS LEAN CLAYS OL ORGANIC SILTS AND ORGANIC — — — SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS INORGANIC SILTS,MICACEOUS OR SMALLER THAN M H DIATOMACEOUS FINE SAND OR NO.200 SIEVE SILTY SOILS SIZE SILTS AND LIQUID LIMIT INORGANIC CLAYS OF HIGH CLAYS GREATER THAN 50 CH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,ORGANIC SILTS 7,L7 77 HIGHLY ORGANIC SOILS PEAT,HUMUS,SWAMP SOILS WITH PT HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS BORING NUMBER B-1 PAGE 1 OF 1 DATE STARTED 1/4/06 COMPLETED 1/4/06 GROUND ELEVATION 110 ft HOLE SIZE 4" DRILLING CONTRACTOR TGI GROUNDWATER LEVELS: DRILLING METHOD Hand auger AT TIME OF DRILLING -- LOGGED BY eia CHECKED BY NBH AT END OF DRILLING --- NOTES AFTER DRILLING --- w }a I—w vi U ~^ w U d� w zMATERIAL DESCRIPTION ? 0 m SM i 0.8 TERRACE DEPOSITS: Reddish brown to dam hard silty SAND. Auger refusal. �� Bottom of hole at 0.8 feet. 5 10 15 20 25 0 N (D D 30 Z c� Q. c? U) w U J 35 0 e ~ Ir TAYLOR GROUP INC. PROJECT NAME Proposed Improvements 40�RllR3F3£DrNUMBER G05.00398 H - 719 A View Wa 0---.* C4 92754 CLIENT Nunez Td.760711.9927 F 76¢n1.9991 wwwKerrcl­ PROJECT LOCATION Encinitas,CA U BORING NUMBER B-2 PAGE 1 OF 1 DATE STARTED 1/4/06 COMPLETED 1/4/06 GROUND ELEVATION 106 ft HOLE SIZE 4" DRILLING CONTRACTOR TGI GROUND WATER LEVELS: DRILLING METHOD Hand auger AT TIME OF DRILLING -- LOGGED BY eia CHECKED BY NBH AT END OF DRILLING --- NOTES AFTER DRILLING — w a. �w U ov a� ai MATERIAL DESCRIPTION Qz U) 0 SM 0 TERRACE DEPOSITS- 1.0 rows to damp,hard sil SAND. Refusal at 1'. 105. Bottom of hole at 1.0 feet. 5 10 15 20 25 0 a O m 30 z c� a' ui w v J 35 N O _ R � � TAYLOR GROUP INC. PROJECT NAME _Proposed Improvements 40TRiU W-CDiNUMBER G05.00398 U) - 719r:,r ww a_* C4 92054 CLIENT Nunez r�7607219M F=76072199sr""".­"X' "' PROJECT LOCATION Encinitas CA TEST PIT NUMBER TP-1 PAGE 1 OF 1 DATE STARTED 1/4/06 COMPLETED 1/4/06 GROUND ELEVATION 109 ft TEST PIT SIZE 21x2' EXCAVATION CONTRACTOR TGI GROUND WATER LEVELS: EXCAVATION METHOD Hand Dug AT TIME OF EXCAVATION --- LOGGED BY eia CHECKED BY NBH AT END OF EXCAVATION --- NOTES AFTER EXCAVATION -- w a a U w c� w a j TESTS 0 p MATERIAL DESCRIPTION az 0 0.0 Mu LL=NP SM TOPSOIL: _ `0.5 Rbrown dam to moist loose silty SAND. 108. BUL e -N8 SM TERRACE DEPOSITS: Fines= 18/0 �•0 Re dis rown dam hard silty fine SAND. 1081 Bottom of test pit at 1.0 feet. 2.5 5.0 7.5 10.0 0 N 0 m 12.5 g D z Z a' c? LL LL U J 15.0 0 a TAYLOR GROUP INC. PROJECT NAME Proposed Improvements 40TRilICtF�£DrNiT1VIgER G05.00398 F ! 719 Pia V Wm 0,...* G 9X154 CLIENT Nunez rl 760711.9990 F-760721.9991 u" K`7Gj°" PROJECT LOCATION Encinitas CA EA2 Togs of Borings for Proposed Residence at 399 P il.icrest Draive Proposed Improvements 405 Hillcrest Drive Encinitas,California BORING NUMBER B-1 PAGE 1 OF 1 DATE STARTED 1/4/06 COMPLETED 1/4/06 GROUND ELEVATION 114 ft HOLE SIZE 4" DRILLING CONTRACTOR TGI GROUND WATER LEVELS: DRILLING METHOD Hand auger AT TIME OF DRILLING -- LOGGED BY_eja CHECKED BY AT END OF DRILLING --- NOTES AFTER DRILLING --- W a �^ �W x �� U w -2 >0 TESTS U 0-0 o a O CO 0 vi MATERIAL DESCRIPTION Q Z W U C7 0 MC=6% SM t, 1.0 TOPSOIL: LL=NP ark Town moist loose silty fine SAND;with grass roots. 113. 50/4" PL=NP TERRACE DEPOSITS: Fines=18% Dark reddish brown,moist,medium dense,silty fine SAND;few SM rootlets. 51 GR @ 2'becomes dry to damp,reddish brown,and weakly cemented. ° 4.5 5 — - 1os. Bottom of hole at 4.5 feet. 10 15 20 25 0 m 0 co (0 30 D z c� 'a LU w U J 35 J FL TAYLOR GROUP INC. PROJECT NAME Proposed Nunez Residence PROJECT NUMBER G05.00398 719P-P-,.ww a-.,* CA 92054 CLIENT Nunez Td 760 721.9M F 760.721.9991 „„.�,GJro PROJECT LOCATION Encinitas CA BORING NUMBER B-2 PAGE 1 OF 1 DATE STARTED 1/4/06 COMPLETED . 1/4/06 GROUND ELEVATION 118 ft HOLE SIZE 4" DRILLING CONTRACTOR TGI GROUND WATER LEVELS: DRILLING METHOD Hand auger AT TIME OF DRILLING LOGGED BY eia CHECKED BY AT END OF DRILLING --- NOTES AFTER DRILLING -- W e _U CL WW W �Z Wm W Z Q a j m o TESTS UO MATERIAL DESCRIPTION QZ W U = U 0 SM :;i, TOPSOIL: a�Z n,moist,loose,silty fine SAND;with organics,rootlets and 117• root 1 inch. MC 100 50 MC=8% SM ?. TER DEPOSITS: Redown,moist,silty fine SAND;poorly cemented. GB MC=9% ,';:4o Bulk at 1-3 in »4. 5 Bottom of hole at 4.0 feet. 10 15 20 25 0 N 0 ID 30 z c� 'a w K U J 35 a r TAYLOR GROUP INC. PROJECT NAME Proposed Nunez Residence PROJECT NUMBER G05.00398 F ! nvr.,v,ww cry C vms4 CLIENT Nunez T&.76onr.sv�b F�ao.ncv�r"mw.uv7GCcan PROJECT LOCATION Encinitas CA BORING NUMBER B-3 PAGE 1 OF 1 DATE STARTED 1/4/06 COMPLETED 1/4/06 GROUND ELEVATION 114 ft HOLE SIZE 4" DRILLING CONTRACTOR TGI GROUND WATER LEVELS: DRILLING METHOD_Hand auger AT TIME OF DRILLING -- LOGGED BY ela CHECKED BY AT END OF DRILLING -- NOTES AFTER DRILLING -- w }a} ° ~W x cd U 0_ JCO > p? ap 0w�- Q Z W m p TESTS p MATERIAL DESCRIPTION ca o 0 TERRACE DEPOSITS: TGB 100 80 MC=5% ed is brown,moist to wet,weakly cemented silty fine SAND. ' Dry to damp. MC=6% SM PL=NP i Light reddish brown. L Eines= ': MC=5% ; •,5.0 Bulk from 3-5 feet. Bottom of hole at 5.0 feet. 109. 10 1 15 20 25 0 N C 9 m 30 z a' c? w U J 35 M L , TAYLOR GROUP INC. PROJECT NAME Proposed Nunez Residence PROJECT NUMBER G05.00398 LU ! 719P�V wa G 9X154 CLIENT Nunez Td.70 n1.9W F 7eo.nr.9991 rrro PROJECT LOCATION Encinitas CA BORING NUMBER B-4 PAGE 1 OF 1 DATE STARTED 1/4/06 COMPLETED 1/4/06 GROUND ELEVATION 116 ft HOLE SIZE .4" DRILLING CONTRACTOR TGI GROUND WATER LEVELS: DRILLING METHOD Hand auger AT TIME OF DRILLING — LOGGED BY eia CHECKED BY AT END OF DRILLING -- NOTES AFTER DRILLING -- a �^ w o: � W= 2 > 0 TESTS a p o a.z O 20 0 vi MATERIAL DESCRIPTION Q w U C9 co (r 0 100 10-20 MC=40/6 ? TERRACE DEPOSITS: Light brown,moist,loose to medium dense,silty fine SAND;weathered. SM �'• Bulk from 0-1 foot. -- Reddish brown,dense. 112. 5 Bottom of hole at 4.0 feet 10 15 20 25 0 N m g 30 Z U cra' c? m w U J 35 m m M a f� TAYLOR GROUP INC. PROJECT NAME Proposed Nunez Residence PROJECT NUMBER G05.00398 WC}l•J! 719A�P ww a--L G 92054 CLIENT Nunez Td.76¢721.9996 F 7co.9zr.999r PROJECT LOCATION Encinitas CA . � NDM- 1.31 Laboratory Testing Data. Proposed Improvements 405 Hillcrest Drive Encinitas,California Sheet 1 of 1 Liquid Plastic Plasticity Mawmum o Water Borehole Depth GtY /0<#200 Class- Dry Satur- Void Limit Limit Index Size Content Density (mm) Sieve ification (a/a) tY ation (pc0 N Ratio TP-1 0.0 NP NP NP 2 18 SM 8.6 0 a 0 c� m 5 w M a c� co w w U J _J N O V Summary of Laboratory Results f TAYLOR GROUP, MC. PROJECT: Proposed Improvements,405 Hillcrest Dr. ai GEOSCIENCE&ENGINEERING CONSULTANTS ap 719Prer —Wav,o ; ca 9zos4 LOCATION: Encinitas, CA g L1 76072!.9M Iar.760.7 igwl www.virilrGLcom NUMBER: 605.00398 135 130 125 Source of Material TP-1 0.0 120 Description of Material SILTY SAND(SM) Test Method ASTM D1557 Method A 115 TEST RESULTS 110 Maximum Dry Density 128.0 PCF Optimum Water Content 9.5 % U a 0 105 ATTERBERG LIMITS o LL PL PI 100 NP NP NP Curves of 100%Saturation for Specific Gravity Equal to: 95 2.80 2.70 2.60 90 85 0 m N H 80 m Q J N a N 75 0 5 10 15 20 25 30 J 35 40 45 0 WATER CONTENT,% = MOISTURE-DENSITY RELATIONSHIP o r TAYLOR GROUP INC. PROJECT: Proposed Improvements,405 Hillcrest Dr. a GEOSCIENCE b ENGINEERING CONSULTANTS 0 T Pi P'� Way,,Qcemuid C4 9X154 LOCATION: Encinitas,CA U te1760721.9990 far.760.711.9991 —w.vL ITGZ. NUMBER: 605.00398 .- -. 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CORROSIVITY TEST RESULTS SOLUBLE SOLUBLE MINIMUM DEPTH SULFATES CHLORIDES RESISTIVITY LOCATION (feet) H (PPm) ( m) (ohm-cm) TP-1 0-1 8.3 240 220 3,200 TESTS PERFORMED IN ACCORDANCE WITH CALTRANS TEST METHODS 417,422&643 TAYLOR GROUP, INC. CORROSIVITY TEST RESULTS GEOSCIENCE&ENGINEERING CONSULTANTS PROJECT: Proposed Improvements,405 Hillcrest Dr. • 719 Pier View Way, Oceanside, CA 92as4 LOCATION: Encinitas,CA te1.760.721.9990 lax-760.721.9991 www.visitTGl.com NUMBER: G05.00398 ----APPE N, 1X B, Laboratory Testing Data from A dj scent Site Located at 399 HiRcrest Drive Proposed Improvements 405 Hillcrest Drive Encinitas, California Sheet 1 of 1 Borehole Depth Liquid Plastic Plasticity Maximum %<#200 Class- Water Dry Satur- f Void Limit Limit Index Size Content Density(mm) Sieve ication tY ation (%) (Pc0 (%) Ratio B-1 1.0 NP NP NP 2 18 SM 5.5 B-1 4.0 6.9 B-2 20 7.6 70.1 15 1.404 B-2 3.0 8.6 B-3 1.0 5.2 97.1 B-3 2.0 NP NP NP 2 25 SM 5.9 B-3 3.0 5.3 B-4 0.5 4.0 93.8 14 0.797 B-4 3.5 7.6 0 a 0 m 5 w a r co w U J J_ T Summary of Laboratory Results r TAYLOR GROUP, INC. PROJECT: Proposed Nunez Residence Cn GEOSCIENCE&ENGINEERING CONSULTANTS ap 719 Pier Yrew Way,OrrmtsidK�',q 91054 g 760.721.9990 jac.760.721.9991 www.viri,7rLcan LOCATION: Encinitas,CA co NUMBER: G05.00398 EXPANSION INDEX TEST RESULTS DEPTH MEASURED El CORRECTED El CORRECTED LOCATION (feet) EI VALUE FOR S% FOR%FINES CORRECTED EI B-1 4-4.5 0 0 0 0 TESTS PERFORMED IN ACCORDANCE WITH ASTM D4829-95 CLASSIFICATION OF EXPANSION POTENTIAL EI VALUE POTENTIAL EXPANSION 0-20 Very low 21-50 Low 51-90 Medium 91-130 High >130 Very high TAYLOR GROUP, INC. EXPANSION INDEX TEST RESULTS GEOSCIENCE&ENGINEERING CONSULTANTS PROJECT: Proposed Nunez Residence - 719nie,vieww2y Oceanside U 97054 LOCATION: Encinitas,CA tei760.721.9990 fox.760.721.9991 w...visitTGl.cam NUMBER: G05 00398 135 130 125 Source of Material B-3 3.0 Description of Material 120 Test Method ASTM D1557 Method A 115 TEST RESULTS Maximum Dry Density 129.0 PCF 110 Optimum Water Content 10.0 % U CL w 105 ATTERBERG LIMITS 0 0 LL PL PI 100 Curves of 100%Saturation for Specific Gravity Equal to: 95 2.80 2.70 2.60 90 85 0 m a 80 m a J N D a 75 co Uj 0 5 10 15 20 25 30 35 40 45 J = WATER CONTENT,% MOISTURE-DENSITY RELATIONSHIP TAYLOR GROUP, INC. PROJECT: Proposed Nunez Residence a GEOSCIENCE d ENGINEERING CONSULTANTS 719 Pier l9ew W ,Oteaa' C4 91054 o • ret 7w.711.9990�.7co.n1 MI ,�,�.Mwml.wm LOCATION: Encinitas,CA NUMBER: G05.00398 4,000 3,500 3,000 2,500 C CL S H i Z w 2,000 a w U) 1,500 1,000 500 0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL PRESSURE,psf 0 Specimen Identification • B- Classification rd MC% c g 97 5 354 29 a c� w U J _J Q) M r DIRECT SHEAR TEST TAYLOR GROUP, INC PROJECT: Proposed Nunez Residence GEOSCIENCE 6 ENGINEERING CONSULTANTS w 719P'er{cie"'Way Ckeans'*C4 92054 LOCATION: Encinitas, CA le(760.711.9990 fac.76072!.9991 wwwvuzfTGIcom NUMBER: G05.00398 " IIYrIlI11111Y�1YIlY11Yl�� ;;!�lr1YYlIlI . Il��llwlll 1111��1111111�� IY�IIIIIIIY�IIII►111Y�1lpI111Y�III1111Y� IIY HIM ��IIIIIIIY�IIIII,w1Ymiiwi111��IIiI111Y III MINE IIIIIIIY � �IIIIIIIIY�IIIIIIIY�IIIIIIIY� MINE HIM IL IIIIIIII�IIIIIIIY IIY�IIIIIIIY�IIIIIIIY � �IIIIII►IY�IIIIIIIYmIIIIIIIY� . 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' mo v MW '�■��MM -Mom ELArl"ff"Wvv,f" 1: 1 11 •: CORROSIVITY TEST RESULTS SOLUBLE SOLUBLE MINIMUM DEPTH SULFATES CHLORIDES RESISTIVITY LOCATION (feet) pH ( m) ( m) (ohm-cm) B-1 1-3.5 8.2 150 240 4,000 TESTS PERFORMED IN ACCORDANCE WITH CALTRANS TEST METHODS 417,422&643 TAYLOR GROUP, INC. CORROSIVITY TEST RESULTS GEOSCIENCE&ENGINEERING CONSULTANTS PROJECT: Proposed Nunez Residence • 719 Pier View Way, Oceanside cn 92054 LOCATION: Encinitas,CA te1.760.721.9990 fox.760.721.9991 www.visitTGt.com NUMBER: G05.00398 0� �v8 � • Civil Engineering • Land Planning • Structural • Surveying i December 13, 2006 2006 City of Encinitas _ Engineering Department RE: HYDROLOGY EVALUATION—THE NUNEZ RESIDENCE 399 HILLCREST DRIVE - CITY OF ENCINITAS Please allow this letter to serve as the hydrology study for the subject residence. Based on several site visits and the attached topo, it is our professional opinion that the only drainage affecting this residence is the site itself and a small off-site area of approximately 7,000 s.f. Based on the County of San Diego Design and Procedure Manual and assuming urban single-family residential conditions, we would conservatively predict no more than 1.0 efs in a 100-year storm, for the entire lot. It is our professional opinion that typical drainage devises utilized for single family residential construction, i.e., sheet flow, swales, berms, area drains and the on-site bio- swales should be more than adequate to handle the anticipated drainage for this residence. In addition, appropriate BMPs, both during and after construction, will be implemented to the City's satisfaction. As Engineer of Work for this residential grading plan, we respectively request your acceptance of this hydrology evaluation. Should you have any questions or comments, please feel free to contact this office or respond, as such, with plan check comments. /. Sincer c4y, LO AN ENGINF RING QPOFESSloN Z glas E. Logan, R.C.E. 39726 E. Principal �QOpJG oy� C 3"M m a Exp.12-31-07 , CIVIL 9TFOF CAOs�,� , Office: 1 635 S, Rancho Santa Fe Road, - 204 ° San Marcos, CA 92078 Mailing: 132 N. El Camino Red, PMB-�,,i ° Encinitas, CA 92024 Phone 760-510-13152 • Fax 760)-510-311-3 Email: dlcgan cr;diogar�.t�:<�nr�ectnet,c;orr� • s° - zr; tit �yz�pl�s�, �4���, •-!�'� � F,� .. 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