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2010-10750 GLine: Lt � 13 C06 o. 16 -7 50 -c, APPLICATION NO. ENGINEERING DEVELOPMENT APPLICATION JOB SITE ADDRESS PROPERTY OWNER INFORMATION TR,r6� �v� firzus7 NAM�o aax 126Wf MAILIIyR AfflES�-., I A � F V eL CITY, STATE, ZIP CODE 'TELEPHONE NO. CIVIL ENGINEER INFORMATION t hc-A )a In? 0 NAME, Zr-°I A,@ ADDRE S C-4 1 -4 72-0 CITY, STATE. ZIP TELEPHONE NO. REGISTRATION NO. ASSES�SOR PARCEL NO. -7 CONTRACTOR INFORMATION NAME ADDRESS CITY, STATE, ZIP CODE TELEPHONE NO. STATE LICENSE NO. & TYPE SOILS ENGINEER INFORMATION Vt ^le. t MQ d {av` NAME Z � s-D k CITY STATE.. ZIP TELEPHONE NO REGISTRATION NO. DESCRIPTION OF WORK TO BE DONE ST �� D,,, ✓e,,,,�� T��s� fit... PLANNING CASE NUMBER FOR GRADING PLANS: OK FOR PLAN CHECK PLANNER I:kioskhandouts /Eng /Eng. Dev. App PLANNING DEPARTMENT REVIEW FOR FINAL MAPS /PARCEL MAPS FINAL MAP PARCEL MAP DATE C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PARCEL NO. : 261 -142 -1900 JOB SITE ADDRESS: 165 KILKENNY DR APPLICANT NAME TRIGNY LIVING TRUST MAILING ADDRESS: PO BOX 12648 CITY: MILL CREEK STATE: WA ZIP CONTRACTOR : TVD INC LICENSE NO.: 837667 ENGINEER : ROBERT PRIDE/ PROFFESIONAL PERMIT ISSUE" iJATE:� /11 PERMIT EX_, -DKTE: 2/097 PERMIT INSPECTV TO ➢➢ BAUMBACH X PERMIT NO.: 10750 GI PLAN NO.: CASE NO.: 10120 / CDP PHONE NO.: 760- 420 -5534 98082- PHONE NO.: 619- 851 -9773 LICENSE TYPE: A GEOTECH. INC PHONE NO.: 425- 814 -3970 ISSUED BY: '1 ' ' - - - - -- - -- PERMIT FEES & DEPOSITS ---------------------------- 1. PERMIT FEE 290.00 2. GIS MAP FEE .00 3. INSPECTION FEE 1,885.00 4. INSPECTION DEPOSIT: .00 5. NPDES INSPT FEE 377.00 6. SECURITY DEPOSIT .00 7. FLOOD CONTROL FE .00 8. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 - - - -- --- - - - - -- DESCRIPTION OF WORK ----------- - - - - -- - - - -- PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR /MATERIALS FOR EARTHWORK, PRIVATE IMPROVEMENTS, DRAINAGE, AND EROSION CONTROL. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T.C.H. STANDARDS OR APPROVED PLAN. LETTER DATED APRIL 8, 2011 REVISED APRIL 19, 2011 APPLIES - - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INITIAL INSPECTION COMPACTION REPORT RECEIVED ENGINEER CERT. RECEIVED ROUGH GRADING INSPECTION 7 - 3 -/Z FINAL INSPECTION INSPECTOR'S L(��1JJI 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 1j.EGrUING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY P $MIT ISSUED PURSUANT TO THIS APPLICATION. X91 �Gi�ly lbl� �i� In -SV-- PRINT NAME CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER �(311, DATE SIGNED ( 46,3-) (A L6 -5 s_N TELEPHONE NUMBER / C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CA 92024 PERMANENT ENCROACEMENT PERMIT PERMIT NO.: 10750 PE ARCEL NO. 261- 142 -1900 PLAN NO.: JOB SITE ADDRESS: 165 KILKENNY DR CASE NO.: 10120 / CDP APPLICANT NAME TRIGNY LIVING TRUST MAILING ADDRESS: PO BOX 12648 PHONE NO.: 760- 420 -5534 CITY: MILL CREEK STATE: WA ZIP: 98082- CONTRACTOR : TVD INC LICENSE NO.: 837667 PHONE NO.: 619 -851 -9773 LICENSE TYPE: A INSURANCE COMPANY NAME: UNITED SPECIALTY INS CO POLICY NO. : STL4100827 POLICY EXP. DATE: 2/09/12 ENGINEER : ROBERT PRIDE/ PROFFESIONAL GEOTECH. INC PHONE NO.: 425 -814 -3970 PERMIT ISSUE DATE: 11 ` PERMIT EY., PERMIT ISSUED BY: INSPECTO : TODD BAUMBACH ------------------- - - - - -- PERMIT FEES & DEPOSITS ----- ----------------- ------ 1. PERMIT FEE 290.00 2, GIS MAP FEE .00 3. INSPECTION FEE .00 4. INSPECTION DEPOSIT: .00 5. NPDES INSPT FEE .00 6. SECURITY DEPOSIT .00 7. FLOOD CONTROL FE .00 B. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMNT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 DESCRIPTION OF WORK ---- -- - - -- -- ---- - --- -- PERMIT FOR PRIVATE FRONTAGE IMPROVEMENTS IN THE ROW ASSOCIATED WITH GRADING PLAN 10750 -G. SEE PLAT FOR DETAILS. INSPECTION DATE -- -- - - -- INSPECTOR'S SIGNATURE - - -- ---- --------------- - INITIAL INSPECTION n-%- i/ " /'^^^ ✓at_� FINAL INSPECTION I HAVE CAREFULLY EXAMINED THE COMPLETED PERMIT AND DO HEREBY CERTIFY UNDER PENALT OF PER Y THAT ALL THE INFORMATION IS TRUE. 6 DATE SIB pc_ll�tis 0_vl�� NT NAME CIRCLE ONE: 1 ci.1 o Zie''� OWNER 2. AGENT 3. OTHER TELEPHONE NUMBER C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CA 92024 CONSTRUCTION PERMIT PERMIT NO.: 10750 CN ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- PARCEL NO. : 261 - 142 -1900 PLAN NO.: 1075OG SOB SITE ADDRESS: 165 KILKENNY DR. CASE NO.: 10120 / CDP APPLICANT NAME TRIGONY LIVING TRUST MAILING ADDRESS: P.O. BOX 12048 PHONE NO.: 425- 345 -2773 CITY: MILL CREEK STATE: WA ZIP: 98082- CONTRACTOR : TVD, INC. LICENSE NO.: 837667 INSURANCE COMPANY NAME: HOUSTON SPECIALTY POLICY NO. TEN11773 ENGINEER PERMIT ISSUE PERMIT E TE: 10/29 3 INSPEC TODD BAUMBACH PHONE NO.: 619 -851 -9773 LICENSE TYPE: A INSURANCE CO POLICY EXP. DATE: 10/29/13 PHONE NO.: PERMIT ISSUED BY:— / - - - - - -- --- - - - - -- - - -- PERMIT FEES & DEPOSITS ---------------------------- 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE .00 4. INSPECTION DEPOSIT: .00 5. NPDES INSPT FEE .00 6. SECURITY DEPOSIT .00 7. FLOOD CONTROL FE .00 8. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMNT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 ------------------ - - - - -- DESCRIPTION OF WORK ----------------- - - - - -- PERMIT ISSUED FOR WORK IN PUBLIC RIGHT -OF -WAY RELATED TO GRADING PLAN 10750 -G. CONTRACTOR TO MAINTAIN TRAFFIC CONTROL PER W.A.T.C.H. STANDARD OR CITY APPROVED TRAFFIC CONTROL PLAN. WORK TO BE PERFORMED PER STANDARD TRENCH REPAIR DETAIL. - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOR'S SI-GnNATURE -- -- INITIAL INSPECTION 2--6'13 GtQ� FINAL INSPECTION 11-ILI-13 ------------------------------------------------------------------------ - - - - -- I HtX E COFEPE JU Y THAITEALLHE COMPLETED PERMIT IS AND DO HEREBY CERTIFY UNDER r • �! • .lit.: =l�Y • .. 1 DATE 4IGNED TELEPHONE NUMBER CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION: PERMIT NUMBER: CONTRACTOR: TELEPHONE: !/ rev -4o J Oo.Aivr - 7b00 V '*'VO AA-/poLF C. PIZESE-J-7- . /� d/EX6�b . /cA� /OOLF �o /tirt. TD G�/IS,•- //.�,[�7nN %ATE AWt 3o OR�s% S'rcZ.t� (-AT0t,4t rs 7D HE (s 7-7-11 S77Le v cr)v ry. 7 -11- / ,2EHIS /YragluzM /TO— --Q� -5L-WEV o-rC-VA<- , 8" Ccfqtf /''I /9-In/ &i/90SED VZ S! %!--V T/ %r-- -nN, c f a 7 -/ -!l FucraQ pavir�. 6�N10 /O`Zo- // PjtECUnI HtF-O -rvG Pp zyqCN Coc O /N ! 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Pride, LLC Consulting Engineer July 30, 2012 City of Encinitas Engineering Service Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Engineering Pad Certification Project No. 10 -1439 Grading Permit No. uA29 -G 165 Kilkenny Drive 1075c Cardiff, California 92007 RMP Project No. 11- 128 -o1 To Whom it Concerns, MT JUL 31 2012 CITY OF Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification for Trigny Living Trust, 165 Kilkenny Drive in Cardiff, CA 92007, PROJECT NO. 10-1439 and Grading Permit No.1o75o -G. As the Engineer of Record for the subject project, I hereby state all rough grading for this house has been completed in conformance 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 by 3West Surveying & Mapping, Chad Lansberry, Surveyor and shown on the approved grading plans: Pad Elevation Pad Elevation Lot No. Per Plan Per field measurement +71.0 ft +71.0 ft 23.24.310 (B)1. Construction of line and grade for all engineered drainage devices and /or retaining walls have been field verified and are in substantial conformance with the subject grading plans. 23.24.310 (B)5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plans. 23.24.310 (B)6. The construction of earthen berms (if any) and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plans. Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 Robert Pride 4258146672 P.1 On the basis of the field inspections made by our engineering geologist and confirmation of the terrace materials, we have approved the temporary excavations as constructed. Copies of the field reports are attached. Please call me if there are any questions. Respectfully, Robert M. Pride, P. E. Principal Civil /Geotechnical Engineer dist: Mr. Randolph A. Cherewick Lakewood Construction P. O. Box 12648 Mill Creek, WA 98082 rmp: CherewickResi4 Robert M. Pride Page 2 13203 Holmes Point Drive NE Kirkland, WA 98034 Robert M. Pride, LLC Consulting Engineer July 18, 2012 City of Encinitas Engineering Service Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Final Compacted Fill Report Project No. 10 -1439 and Grading Permit # 1o75o -G 165 Kilkenny Drive Cardiff, CA 92007 RMP Project No. 11- 128 -01 To Whom it Concerns, e+ This report summarizes the results of our site inspections and the backfill testing performed by Southern California Soil & Testing (SCST) in connection with the new residence at 165 Kilkenny Drive in Cardiff. As the Engineer of Record for the subject project, I hereby state all backfill placement and soils compaction around the house foundation walls and the rear stairway has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. Placement of the wall backfill soils was performed in 9 to 12 inch lifts and these soils were compacted using a vibratory plate tamper. Field density tests were performed by SCST technicians who prepared field memos summarizing the results of their density testing. These field memos are attached to this report for City review. The attached Drawing No. 1— Site Plan — shows the limits of the backfill placement against the foundation walls around the residence. On the basis of the field test data and our onsite field inspections, it is our opinion that the backfill soils have been properly compacted in accordance with our geotechnical recommendations provided in our previous reports. Respectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) Mr. Randolph A. Cherewick Lakewood Construction rmp: CherewickResi4 -1 L '14 Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 SOUTHERN CALIFORNIA i DAILY FIELD REPORT SOIL &TESTING, INC. .,. ,,. oa Job No. /a // F itle 7 / J. Aev v Date ocation (�Q.� /�G Field Tech =s,� Engineer ` Foreman f}DAM I Sub contractor /� /Vpop %K7 tion I Testing of p/A7.L l GL E guipment / McNod of Compaction /f fNDW�AIM Time Charged 7 .p &A 2A /M P- I ,09.N J Percent Maximum Relative F Elevation Dry Com action No Test Or Depth Dens' Moisture Dens Locaton I I a 1 I bA ! ✓Ili O A2 Y `��:7 ±-tea_. • - - � ®�© DAILY WORK REPORT JOB NAME: k N d JOB N 1fo2If /Z • DAT 6 -!/ /z TECH: 7x?/ L CATI R GG CLIENT: RS: 2, o EATHE bvj!5f CRST E IPMEN : t/ L�c�cr/c� S.Ci�syFE.� Nn TEST LOCATION ELEVATION OR DEPTH DRY DENSITY PERCENT MOISTURE MAXIMUM DENSITY RELATIVE COMPACTION IJEx 3'4� bw5v- FC — ///. o '77 /g. 9 937 NOtfNw A*r 7 7:;�- l 7. 11#00, " COMMENTS: CN 70 --JF-Vr L �6 JT s1n/O i✓a,¢T S OE o SOUTHERN CALIFORNIA SOIL & TESTING, INC. P.D. BOX 600627 t SAN DIEGO, CA 92160 -0627 619.280.4321 877.215.4321 SOUTHERN CALIFORNIA LSO IL &TESTING, INC. DAILY FIELD REPORT Project Title 16-t 1G I �.tcE�..rN t . r�rg- Job No. 1,4 Project Location �;, �,,�p1� -�- Date -1, 1, ,Z Project Engineer --T- p— Field Tech General / Sub contractor Foremen Observation l Testing of Equipment! Method of Compaction Time Charged H Description of Work Inspected , -t -z rrftO...a(yf :GUT =P.Y TO rib _ - 1SAC' =L r�q..." 4EV5E'tE =:rJ7 vc,. -i.. .-1t0 PQUCt =$SEf� No. Test Location Elevation Or Depth Dry Density Percent Moisture Maximum Density Relative Compaction F Ga/ � .+ol�° - r tt w ti - • i. b t � . � 8 7 93. L ��ti - i. V3. v3 Cr / 7 U J Y 1 7 ems to be aodmit"d at ne4 sne visi i , :cians Signature _ - 'Authonzed Signature _ - _. -_ Registration No. ��.�+�'Y �� 6 Date l 'S- iZ Title Date swarm>w. r.,o SITE IProposed Residence Project No. 11 -128 -01 165 Kilkenny Drive Cardiff, California Drawing No. 1 M. Pride, LLC ENGINEERING SERVICES DEPARTMENT City Of Capital Improvement Projects District Support Services Encinitas Field Operations Subdivision Engineering Traffic Engineering ROUGH GRADING APPROVAL 1� 3a TO: Subdivision Engineering Public Service Counter FROM Field Operations Private Contract Inspection RE: Grading Permit No. 075-66,£ Name of Project _S b ,eIVE Name of Developer %tie1&Mq L!VIA16 ?2(JST, R•4>./DD /F CNEQEyvi site Location /&!5: 4q' IeEA.)A1V L>RW4E (address . ..number ... street name ...suffix) (lot)- � (bldg) I have inspected the grading at the subject site and have verified certification of the pad by the Engineer of Work, A0607 IOXOC, dated Z o - -�Z,: and certification of soil compaction by the Soil Engineer, Qyi T PRaAx-,, dated — - -[Z-. 1 am hereby satisfied that the rough grading Fias been completed in accordance with the approved plans and specifications, Chapter 23.24 of the Municipal Code, and any other applicable engineering standards and specific project requirements. Based on my observation and the certifications, take no exception to the issuance of a building permit for the lot(s) as noted or Phase , if any, but only in so far as grading is 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) I.asbd�en completed in accordance with the approved plans and specifications. (oared (Signature of Senior Civil Engineer, only if appropiate) !Dated 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. 10 JSG /field1doc I TEL 76M33 -2600 / FAX 760 - 633 -2627 505 5. Vulcan Avenue. Encinitas, California 92024 -3633 TDD 7601633 -2700 C� recycled paper ENGINEERING SERVICES DEPARTMENT City Capital Improvement Projects J District Support Services Encinitas Field Operations Subdivision Engineering Traffic Engineering ROUGH GRADING CONDITIONAL) APPROVAL TO: Subdivision Engineering /� I um6L Public Service Counter L /YAK � 1V/ FROM: Field Operations Private Contract Inspection RE: Grading Permit No 71 . /0 n Name of Project �/-- /� 0 166 ELI Name of Developer e/G ti L /l/inJ S "n�sr "S I Site Location 165 41 LrEMtiyJ V'ia- (address ...number ...streetname ...suffix) fiot (bldg) The proposed grading of the subject site will require construction of retaining walls that are also building walls. The inspection of the site retaining walls is to be done by the Field Operations Division of the Engineering Services Department. However, the inspection of the building .retaining walls is to be done by the Building Inspection Division of the Community Development Department. Therefore, issuance of the necessary Building Permit is requested in order to facilitate the completion of rough grading. NO INSPECTIONS BEYOND FOOTINGS AND FOUNDATION ARE TO BE PROVIDED BY BUILDING INSPECTION UNTIL A NOTICE OF ROUGH GRADING APPROVAL, WITHOUT CONDITIONS AND SIGNED BY THE EN,WXEERFNG,INSPECTOR, IS RECEIVED, FRAMING IS PROHBITED. roate) rSlgnature of Senior Civil Engineer, only if appropiatel !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 full rough grading approval and submit that paperwork, when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection. Thank you. JSG /ffeld2.doc TEL 760 -633 -2600 1 FAX 760- 633 -2627 505 S. Vulcan Avenue, Encinitas. California 92024 -3633 TOO 760- 633 -2700 il� recycled paper I Robert M. Pride, LLC Consulting Engineer April 30, 2012 City of Encinitas Engineering Service Permits Soy South Vulcan Avenue Encinitas, CA 92024 Re: ENGINEERING PAD CERTIFICATION PROJECT NO. 11 -988 GRADING PERMIT NUMBER 1o889 -G 167 Kilkenny Drive (aka 2551 San Elijo Ave) Cardiff, California 92007 RMP Project No. 11- 128 -02 To Whom it Concerns, Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification for Trigny Living Trust, 165 Kilkenny Drive in Cardiff, CA 92007, PROJECT NO. 10 -1439 and Grading Permit No. 10750 -G. As the Engineer of Record for the subject project, I hereby state all rough grading for this house basement has been completed in conformance 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 by 3West Surveying & Mapping, Chad Lansberry, Surveyor and shown on the approved grading plans: Pad Elevation Pad Elevation Lot No. Per Plan Per field measurement Basement +63.30' +63.20' 23.24.310 (B)1. Construction of line and grade for all engineered drainage devices and /or retaining walls have been field verified and are in substantial conformance with the subject grading plans. 23.24.310 (B)5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plans. 23.24.310 (B)6. The construction of earthen berms (if any) and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plans. Furthermore, this report confirms that field inspections were made by our engineering geologist for the soil conditions for the basement retaining walls below the main Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 h� I' residence. We recommend that the terrace materials exposed in the upper slopes be covered with plastic sheeting to provide for rain protection. On the basis of the field inspections made by our engineering geologist and confirmation of the terrace materials, we have approved the temporary excavations as constructed. Copies of the field reports are attached. Please call me if there are any questions. Respectfully, Robert M. Pride, P. E. Principal Civil /Geotechnical Engineer dist: Mr. Randolph A. Cherewick Lakewood Construction P. O. Box 12648 Mill Creek, WA 98082 rmp: CherewickRes= Robert M. Pride Page 2 13203 Holmes Point Drive NE Kirkland, WA 98034 TO: FROM: ENGINEERING SERVICES DEPARTMENT Capitol Improvement Projects City 0f District Support Services Encinitas Fell Operations Subdivision Engineering 7roffic Engineering Field Clearance to Allow Occupancy Subdivision Engineering Public Service Counter Field Operations Private Contract Inspection Building Permit No. /0 -- Lq4 Name of Project Name of Developer 5F Q /K K4 Dlc. I have inspected the site at 1(06' K— IL- 00 (address... number ...street name P ...suffix✓ and have determined that finish (precise) grading and (lot no .l !bldg. no.J any other related site improvements are substantially complete and that GcctJpancy is merited. mlkw, PJ (Signature of Senior Gvll Engineer, only If appropiatel Reference: Engineering Permit No. 1075DG // --I - -- 13 !Gate) ( ate! 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 merely by dropping it in the slot labelled "final inspection' that is located between the desks of the engineering technicians. Also, please remer: ber to do final inspections on the related engineering permits and return that paperwork. if completed. Thank you. JSGlfteld.doc I 7-14LT T[I 'lr Al,k -7600 J FAX 760.633 -2627 505 S. Vulun Avenue, Encinitas. California 92024 -3633 TDD 760 -633 -2700 (15 recycled paper Robert M. Pride, LLC October 18, 2013 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 k RE: ENGINEER'S FINAL GRADING CERTIFICATION Permit No. 10 -1439 165 Kilkenny Drive Cardiff, CA 92007 Gentlemen: pCZ 2 2413 The Grading under permit number 1o75o -G has been performed insubstantial conformance with the approved grading 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 to an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawings, and as required by the Encinitas Stormwater Manual were constructed and are operational, together with the required maintenance covenant(s). Engineer of Record: Robert M. Pride Dated: October 21, 2013 Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Ins /r No. 00697 Ezo.? - Dated: jj Io131 i3 Robert M. Pride, LLC Pagel 13203 Holmes Point Drive NE Kirkland, WA 98034 ��C��IIC�Igj� 0 1 2011 JJU�U� BY: -- ------- •--- • - ----- EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258 -7901 Fax 258 -7902 Lakewood Living Trust and Trigny Living Trust July 27, 2011 P.O. Box 12648 Project No. I I- 1167E4 Millcreek, WA 98082 Subject: Report of Field Density Tests Sewer Trench Backfill 165 & 167 Kilkenny Drive Cardiff, California 92007 Ladies & Gentlemen: This is to present the results of field density tests performed on the backfill of the sewer trench within the right -of -way of Kilkenny Drive at the subject site. In accordance with your request, in -place field density tests were performed in accordance with ASTM DI 556 (Sand Cone Method) and ASTM D2937 (Drive Cylinder Method). The results of the field density tests are presented on Page T -1 under "Table of Test Results ". The laboratory determinations of the maximum dry density and optimum moisture content of the backfill material are set forth on Page L -1 under "Laboratory Test Results ". The backfill material was compacted in excess of 90 percent relative compaction with the upper 12 inches in excess of 95 percent while maintaining a moisture content near optimum. Compaction was achieved with the use of a hand whacker. If we can be of further assistance, please do not hesitate to contact our office. Pages T -1, L -1 and Plate No. I are parts of this report. Respectfully No. GE 21 J4 1 Exp: Si -s _.. k Mamadou Saliou Dial RCE 54071, GE 2704 MSD /md LAKEWOOD LIVING TRUST AND TRIGNY LIVING TRUST PROJECT NO. 11-1251E3 PAGE T -1 TABLE OF TEST RESULTS ASTM D1556 & ASTM D2937 FSG = SUBGRADE 7 REMARKS ASTM D2937 {f f( ASTM D1556 MAXIMUM DEPTH FIELD DRY DRY TEST SOIL OF FILL MOISTURE DENSITY DENSITY PERCENT NO. TYPE IN FEET %DRY WT. P.C.F. P.C.F COMPACTION 1 1 2 6.0 123.1 130.5 94 2 1 4 7.0 120.3 130.5 92 3 1 FSG 6.5 130.7 130.5 100 FSG = SUBGRADE 7 REMARKS ASTM D2937 {f f( ASTM D1556 LAKEWOOD LIVING TRUST AND TRIGNY LIVING TRUST PROJECT NO. 11-1251E3 PAGE L -1 LABORATORY TEST RESULTS MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT The maximum dry densities and optimum moisture contents of the fill materials as determined by ASTM D1557, Procedures A and B which use 25 blows of a 10 -pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4 -inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10 -pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6 -inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows: OPTIMUM MAXIMUM MOISTURE SOIL TYPE/ DRY DENSITY CONTENT PROCEDURE DESCRIPTION LB/ CU. FT. % DRY WT. I/A DARK BROWN SILTY SAND 130.5 8.5 ' DOG # 2010- 01I23I073 First SinDi� Title .Y. / �lp If III �IIIIIIIIIIIII�II�IIIIIIIIIIIII�IIIII�IIIII�IIIIIIIIIIIIIIIIIIININ esovw No. 17001489•JSL Tier order Mo. 3473423 MAR 12, 2010 8:00 AM VV118r1 Recorded Mad Document OFFICIAL RECORDS SAN DIEGO COUNTY RECORDERS OFFICE and Tax Statement To: DAVID L. BUTLER, COUNTY RECORDER FEES: 754. SO Trigny Living Trust OC: OC 5404 23rd Ave. West PAGES: 2 Everett, WA 98203 5662 0111I11it 1111111111111011111 'tU-1 "F&MCD The undersigned grantor(s) declareis) Documentary transfer tax is 8742.60 ( X I computed on full value of property conveyed, or l 1 computed on full value less value of liens or encumbrances remaining at time of sele, I X 1 Unincorporated Area City of FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowledged. William A. Bear, Jr.. A Married Man as Sole and Separate Property hereby GRANTISI to Trigny Living Trust dated March 8, 2010 the following described real property In the County of San Diego, State of California: SEE EXHIBIT "ONE' ATTACHED HERETO AND MADE A PART HEREOF DATED: March 9, 2010 State of EeiiforMs Mg(414nd I /� q / County of C" 1 LIl1 /LdL� /.S..z� -. r/1 William A. Bear, Jr. On HQ* eh t0 . Lot O before me, _ z kiZ.abft �. FiLCA1l c IC Notary Public There insert name and title of the omcer), personally appeared �.1�11'ick � A• &ter 4(. who proved to me on the basis of satisfactory evidence to be the person(s) whose nameis). Is /are subscribed to the within Instrument and acknowledged to me that helshe/they executed the same in his/her/their authorized capscity(fes), and that by hisRter /their signeturels) on the instrument the persunis), or the entity upon behalf of which the person(s) acted, executed the Instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph 19 true and correct. WITNESS my hand and official seal. Signature "id,,.....rt).�h— r cck4iA, (Seal) Elizabeth L. Frederick NOTARY PUBLIC Cecil County, MaMand My Gwri titn Exyiles 10107013 ' - MAIL TAX STATEMENTS AS DIRECTED ABOVE 1-0-'213 [R" 12107! GRANT DEED (pent.wpd) 108 -09) Order Number: DIV- 3473423 Page Number. 6 iEX , f it < 5863 OltQ� LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THE SOUTHWESTERLY ONE -HALF OF LOTS 1 THROUGH 3 INCLUSIVE, IN BLOCK 4 OF CARDIFF, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1298, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, NOVEMBER 14, 1910. ALSO ALL THE ALLEY NOW VACATED AND CLOSED TO PUBLIC USE IMMEDIATELY ADIOINING SAID LOTS 1 THROUGH 3 INCLUSIVE ON THE SOUTHWEST. APN: 261- 142 -19 FIrst American ride TRIGNY LIVING TRUST TITLE REPORT FIRST AMERICAN TITLE Form No. 1402.06 Policy Page 1 ALTA Owner's Policy (6- 17 -06) Policy Number: 3473423 1100302PO50600 .cx OWNER'S POLICY OF TITLE INSURANCE ISSUED BY First American Title Insurance Company Any notice of claim and any other notice or statement in writing required to be given to the Company under this policy mart be given to the Company at the address shown in Section 18 of the Conditions. COVERED RISKS SUBJECT TO THE EXCLUSIONS FROM COVERAGE, THE EXCEPTIONS FROM COVERAGE CONTAINED IN SCHEDULE B AND THE CONDITIONS, FIRST AMERICAN TITLE INSURANCE COMPANY, a California corporation (the 'Company) insures, as of Date of Policy arid, to the extent stated in Covered Risks 9 and 10, after Date of Policy, against loss or damage, not exceeding the Amount of Insurance, sustained or Incurred by the Insured by reason of: 1. Title being vested other than as stated in Schedule A. 2. Any defect in or lien or encumbrance on the Tide. This Covered Risk includes but is not limited to insurance against loss from (a) A defect in the Tide caused by (i) forgery, fraud, undue influence, duress, incompetency, incapacity, or impersonation; (it) failure of any person or Entity to have authorized a transfer or conveyance; (iii) a document affecting Title not properly created, executed, witnessed, sealed, acknowledged, notarized, or delivered; (Iv) failure to perform those acts necessary to create a document by electronic means authorized by law; (v) a document executed under a falsified, expired, or otherwise invalid power of attorney; (vi) a document not property filed, recorded, or indexed in the Public Records Including failure to perform those acts by electronic means authorized by law; or (vii) a defective judicial or administrative proceeding. (b) The lien of real estate taxes or assessments imposed on the Title by a governmental authority due or payable, but unpaid. (c) Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Tide that would be disclosed by an accurate and complete land survey of the Land. The term "encroachment" includes encroachments of existing improvements located on the Land onto adjoining land, and encroachments onto the Land of existing improvements located on adjoining land. 3. Unmarketable True. 4. No right of ac ess to and from the Land. S. The violation or enforcement of any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting, or relating to (a) the occupancy, use, or enjoyment of the Land; (b) the character, dimensions, or location of any improvement erected on the Land; (c) the subdivision of land; or (d) environmental protection H a notice, describing any part of the Land, is recorded in the Public Records setting forth the violation or intention to enforce, but only to the extent of the violation or enforcement referred to in that notice. 6. An enforcement action based on the exercise of a governmental police power not covered by Covered Risk S if a notice of the enforcement action, describing any part of the Land, is recorded in the Public Records, but only to the extent of the enforcement referred to in that notice. 7. The exercise of the rights of eminent domain if a notice of the exercise, describing any part of the Land, is recorded in the Public Records. 8. Any taking by a governmental body that has occurred and is binding on the rights of a purchaser for value without Knowledge. 9. Title being vested other than as stated in Schedule A or being defective (a) as a result of the avoidance in whole or in part, or from a court order providing an alternative remedy, of a transfer of all or any part of the title to or any interest in the Land occurring prior to the transaction vesting Title as shown in Schedule A because that prior transfer constituted a fraudulent or preferential transfer under federal bankruptcy, state insolvency, or similar aeditrxs' rights laws; or (b) because the instrument of transfer vesting Title as shown in Schedule A constitutes a preferential transfer under federal bankruptcy, state insolvency, or similar creditors' rights laws by reason of the failure of its recording in the Public Records (1) to be timely, or (fl) to Impart notice of Its existence to a purchaser for value or to a judgment or lien creditor. 10. Any defect in or lien or encumbrance on the Trde or other matter included in Covered Risks 1 through 9 that has been created or attached or has been filed or recorded in the Public Records subsequent to Date of Policy and prior to the recording of the deed or other instrument of transfer in the Public Records that vests Title as shown in Schedule A. The Company will also pay the costs, attorneys' fees, and expenses incurred in defense of any matter insured against by this policy, but only m the extent provided in the Conditions. First Arn,rlctn, 7111, Inrurvrrr Conyx,ry pEr232010 Form No. 1402.06 ALTA Owners Policy (6- 17 -06) EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys' fees, or expenses that arise by reason of: 1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) resmctirg, reguahng, pmhtbMng, or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions, or location of any improvement erected on the Land; (iii) the subdivision of land; or (iv) environmental Protection; or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a) does not modify or limit the coverage provided under Covered Risk 5. (b) Any governmental police power. This Exclusion I(b) does not modify or limit the coverage provided under Covered Risk 6. 2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided order Covered Risk 7 or 8. 3. Defects, liens, encumbrances, adverse dams, or other matters (a) created, suffered, assumed, or agreed to by the Insured Claimant; (b) not Known to the Company, not recorded in the Public Records M Date of Policy, bur Known to the Insured Claimant and not disclosed in writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy; (c) resuong in no loss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risks 9 and 10); or (e) resulting in loss or damage Mat would not have been sustained if the Insured Claimant had pail value for the Tide. 4. Any claim, by reason of the operation of federal bankruptcy, sate insolvency, or s miar creditors' rights laws, that the transaction vesting the Tate as shown in Scedule A. Is (a) a fraudulent conveyance or fraudulent transfer; or (b) a preferential transfer for any reason not stated in Covered Risk 9 of this policy. 5. Any lien on the Title for real estate tares or assessnerm imposed by govenunental authority, and created or attaching between Date of Policy and the date of recording of the deed or other instrument of transfer in the Public Records that vests Title as shown in Schedule A. CONDITIONS 1. DEFINITIONOFTERMS The following terms when used in this policy mean: (a) "Amount of Insurance ": The amount stated in Schedule A, as may be increased or decreased by endorsement to this policy, increased by Sector, 8(b), or decreased by Sections 10 and 11 of these Conditions. (b) "Date of Policy': The date designated as -Date of Policy' in Schedule A. (c) "Entity ": A corporation, partnership, trust, limited liability company, or other similar legal entity. (d) "Insured ": The Insured ramed in Schedule A- (I) The term "Insured" also includes (A) successor; to the Title of the Insured by operation of law as distinguished from purchase, including heirs, devisees, survivors, pensoral representatives, or next of kin; (B) successors to an Insured by dissolution, merger, ON150167b0n, distribution, or reorganization; (C) successors to an Insured by its conversion to another lord of Entity; (D) a grantee of an Insured under a deed delivered without payment of actual valuable consideration conveying the Tide (1) t tat stock, shares, memberships, or otter equity interests of the grantee are whDI"wred by the named Insured, (2) if the grantee wholly owns the named Insured, (3) d the grantee 6 wholly -owned by an affiliated Entity of the named Insured, provided the affiliated Entity and the named Insured are both wholly-owned by the same person or Entity, or (4) if the grantee is a trustee or bereficiary of a trust created by a written instrument established by the Insured named in Schedule A for estate planning purposes. Policy Page 2 Policy Number: 3473423 (ii) With regard to (A), (8), (C), and (D) reserving, however, all rights and defenses as to any successor that the Company would have had against any predecessor Insured. (e) "Insured Claimant": An Insured claiming loss or damage. (f) "Knowledge" or "Known": Actual knowledge, not constructive knowledge or notice that may be imputed to an Insured by reason of the Public Records or any other records that impart constructive notice Of matters affecting the Tide. (g) "Lard': The and described in Schedule N and affixed improvements that by law constitute real property. The tern "Land" does not include any property beyond the lines of the area descnbed in Schedule A, nor arty right, btle, interest, estate, or easement in ab fitting streets, roads, avenues, alleys, lanes, ways, or waterways, but this does not modify or limit be extent that a right of access to and from the laud is insured by this policy. (h) " Mortgage': Mortgage, deed of that, host deed, or other security instrument, Including one evidenced by electronic means authorized by law. (i) "Public Records ": Records establ'steal under state statutes at Date of Policy for the purpose of imparting constructive notice of matters relating to real property to Purchasers for value and without Knowledge. With respect to Covered Risk 5(d), "Pubic Words" shall also Include environmental protection liens filed in the records of the clerk of Me United States District Court for the district where the Landis looted. O) —Re—: The estate or interest described in Schedule k (k) "Unmarketable TRIe ": Tide affected by an alleged or apparent matter that would permit a prospective purchaser or lessee of the Tie or lender on the Title to be released from the obligation to purchase, lease, or lend it there is a contractual condition requiring the delivery of marketable title. 7. CONTINUATION OF INSURANCE The coverage of this policy shall continue in force as of Date of Policy in favor of an Insured, but only so long as the Insured retains an estate or interest in the Lard, or holds an obligation secured by a purchase money Mortgage given by a purchaser from the Insured, or only so long as the Insured stall have liability by reason of warranties in any transfer or conveyance of the Title. This policy shall not continue in force in favor of any purchaser from the Insured of either (i) an estate or interest in the Land, or (ii) an obligation secured by a purchase money Mortgage given to the Insured. 3. NOTICE OF CLAIM TO BE GIVEN BY INSURED CLAIMANT The Insured shall notify the Company promptly in writing (i) in case of any litigation as set forth in Section 5(a) of these Conditions, (ii) in case Knowledge shall come to an Insured hereunder of any claim of We or interest that is adverse to the Title, as insured, and that might cause loss or damage for which the Company may be table by virtue of this policy, or (ii) t the Title, as insured, is rewled as Unmarketable Title. If the Company is prejudiced by the failure M the Insured Claimant to provide prompt notice, the Company's liability to the Insured Claimant under the policy shall be reduced to the extent of the prejudice. 4. PROOF OF LOSS In the event the Company is umble to determim tat amount of loss or damage, the Company may, at its option, require as a condition of payment that the Insured Claimant furnish a signed proof of loss , The proof of loss must describe the defect, hen, encumbrance, or oter matter insured against by this policy that constitutes the bass of loss or damage and shall sate, to the extent possible, the bass of calculating the amount of the loss or damage. S. DEFENSE AND PROSECUTION OF ACTIONS (a) Upon written request by the Insured, and sub)ed to the optiors contained in Section 7 of these Conditions, the Company, at its own cost and without unreasonable delay, shall provide for the defense of an Insured in litigation in which any third parry asserts a claim covered by this policy adverse to Me Insured. This obligation is limited to only those stated causes of action alleging matters insured against by this policy. The Company shall have the right to select counsel of its choice (sub)ect to the right of the Insured to ob)ect for reasonable muse) to represent the Insured as to those stated causes of action. It shall not be liable for and will not pay the fees of any other counsel. The Company will not pay any fees, costs, or expenses incurred by the Insured In the defense of those causes of action that allege matters not Insured against try this policy. (b) The Company shall have the right, in addition to the options contained in First American Turtle Insurance Company Form No. 1402.06 ALTA Owner's Policy (6- 17 -06) Section 7 of these Conditions, at its own cost, to institute and prosecute any action or proceeding or to do arty, other act that in i6 opinion may be necessary or desirable to establish the Title, as insured, or to prevent or reduce loss or damage to the Insured. The Company may take any appropriate action udder the Germs of this policy, whether or not it shall be liable to the Insured. The exercise of these rights shall not be an admission of liabilty or waiver of any provision of this policy. If the Company exercises its rights under this subsection, It must do so diligently. (c) Wherever the Company brings an action or asserts a defense as required or permitted by this policy, the Company may pursue the litigation to a final deterrin anon by a court of competent jurisdiction, and it expressly, reserves the right, in its sole discretion, to appeal any adverse judgment or order. DUTY OF INSURED CLAIMANT TO COOPERATE (a) In all cases where thus policy permits or requires the Company to prosecute or provide for the defense of arty action or proceeding and any appeals, the Insured shall sense to the Company the night to so prosecute or provide defense in the action or proceeding, including the right to use, at its option, the name of the Insured for this purpose. Wherever requested by the Company, the Insured, at tie Comparys expense, shall give the Company all reasonable aid (i) in securing evidence, obtaining witnesses, prosearbng or defending the action or proceeding, or effecting settlement, and (it) in arry other lawful act that in the opinion of the Company may be necessary or desirable to establish the Tile or any other matter as insured. If the Company is prejudiced by the failure of the Insured to furnish the required cooperation, the Company's obligations to the Insured under the policy shall terminate, Including any liability or obligation to defend, prosecute, or continue any litigation, with regard to the matter or matters requiring such cooperation. (b) The Company may reasonably require the Insured Claimant to submit to examination under oath by any authorized representative of the Company and to produce for examination, inspection, and copying, at such reasonable times and paces as may be designated by the authorized represeManve of the Company, all records, in whatever medium maintained, including books, ledgers, checks, memoranda, correspondence, reports, e- mails, disks, tapes, and videos whether bearing a date before or after Date of Policy, that reasonably pertain to the less or damage. Fuller, if requested by any authorized representative of the Company, the Insured Claimant shall grant its pemnision, in writing, for any authorized representative of the Company to examine, inspect, and copy all of these records in the custody or control of a third party that reasonably pertain to the loss or damage. AJI information designated as confidential by the Insured Claimant provided to the Company pursuart to this Section shall not be disclosed to others unless, in the reasonable judgment of the Company, t is necessary in the administration of the claim. Failure of the Insured Claimant to Sbmt for examination under oath, produce arty reasonably requested Information, or grant permisson to secure reasonably necessary information from third pares as required in this subsection, unless prohibited by law or governmental regulation, shall terminate any liability of the Company under this policy as to that claim. 7. OPTIONS TO PAY OR OTHERWISE SETTLE CLAIMS; TERMINATION OF LIABILITY In Case of a claim under this polity, the Company shall have the following additional options: (a) To Pay or Tender Payment of the Amount of Insurance. To pay or tender payment of the Amount of Insurance under this policy together with any costs, attorneys' fees, and expenses incurred by the Insured Claimant that were authorized try the Company up to the time of payment or tender of payment and that the Company is obligated to pay. Upon the exercise by the Company of this option, all liability and obligations of the Company to the insured under this policy, other than to make the payment required in this subsection, stall terminate, including any liability or obligation to defend, prosecute, or continue ant litigation. (b) To Pay or Otherwise Settle With Parties Other Than the Insured or With the Insured Claimant (i) To pay or otherwise settle with oiler pares for or in the name of an Insured Clamant any dam insured against under this policy. In addition, the Comparry will pay any costs, attorneys' fees, and expenses incurred by the Insured Claimant that were authorized by the Company up to the drive of payment and that the Company is obligated to pay; or (it) To pay or otherwise settle with the Insured Clamant the loss; or damage provided for under this policy, together with any Costs, Policy Page 3 Policy Number: 3473423 attorneys' fees, and expenses incurred by the insured Claimant that were authorized by the Company up to the ome of payment and that the Company is obligated to pay. Upon the exercise by the Company of eider of the options provided for in sutisectlorss (b)(1) or (ii), the Company's obligations to the Insured under this policy for the claimed loss or damage, other than the payments required to be made, shall terminate, including any lialtdrty or obligation to defend, prosecute, or continue any litigation. 8. DETERMINATION AND EXTENT OF LIABILITY This policy is a contract of Indemnity against actual monetary less or damage sustained or incurred by the Insured Claimant who has suffered loss or damage by reason of matters insured against by this policy. (a) The extent of liability of the Company for loss or damage under this policy shall not exceed the lesser of (I) the Amount of Insurance; or (it) the dr femme between the value of the TNe as insured and the value of the Title sub)ed to the risk insured against by this policy. (b) If the Company pursues its nights under Section 5 of tress Conditions and Is unsuccessful in establishing the Title, as insured, (1) the Amount of Insurance shall be increased by 10%, and (it) the Insured Claimant shall have the right to have the loss or damage determined either as of the date the claim was made by the Insured Claimant or as of the date it is settled and paid. (c) In addition to the extent of lability under (a) and (b), the Company will also pay those costs, attorneys' fees, and expenses incurred in accordance with Sections 5 and 7 of these Conditions. LIMITATION OF LIABILITY (a) If the Company establishes the Title, or removes the alleged defect, ten, or encumbrance, or cures the lack of a right of access to or from the Lard, or cures the claim of Unmarketable Title, all as insured, in a reasonably diligent manner by any method, Including litigation and the completion of any appeals, it shall have fully performed its Obligations with respect to that matter and stall not be liable for any loss or damage caused to the Insured. (b) In the event of arry litigation, including litigation by the Company or with the Compan's corstmL the Company shall have no liability for loss or damage until there has been a final determination by a cart of competent jurisdiction, and disposition of all appeals, adverse to the Thee, as insured. (c) The Company shall not be liable for loss or damage to the Insured for liability voluntarily assumed by the Insured in settling any daim or wit without the pmor written consent of the Company. 10, REDUCTION OF INSURANCE; REDUCTION OR TERMINATION OF LIABILITY All payments under this policy, except payments made for costs, attorneys' fees, and expenses, shall reduce the Amount of Insurance by the amount of the payment. 11. LIABILITY NONCUMULATIVE The Amount of Insurance shall be reduced by any amount the Company pays under any policy insuring a Mortgage to which exception is taken in Schedule B or to which the Insured has agreed, assumed, or taken subject, or which is executed by an Insured after Date of Policy and whitT is a charge or lien on the Thee, and the amount so paid shall be deemed a payment to Mme Insured under this pdi x. 12. PAYMENT OF LOSS When lability and the extern of loss or damage have been definitely fixed in accordance with these Conditions, the payment shall be made within 30 days. 13. RIGHTS OF RECOVERY UPON PAYMENT OR SETTLEMENT (a) Whenever the Company shall have settled and laid a claim under this policy, R shall be submngated and entitled to the rights of the Insured Claimant In the Title and all other rights and remedies In respect to the claim that the Insured Claimant has against any person or property, to the extent of the amount of any loss, costs, attorneys' fees, and expenses paid try the Company. If requested try the Company, the Insured Claimant shall execute documents to evidence the transfer to the Company of these rights and remedies. The Insured Claimant snail pemurt the Company to sue, compromise, or settle in the name of the Insured Claimant and to use the name of the Insured Claimant in any transaction or litigation Involving these rights and remedies. If a payment on account of a claim does not fully cover the loss of the Insured Claimant, the Company shall defer the exercise of its night to recover until after the Insured Claimant stall have recovered its loss. First American Title Insurance Company Form No. 1402.06 ALTA Owner's Policy (6.17 -06) (b) The Company's right of subrogaton includes the rights of the Insured to indemnities, guaranties, other policies of insurance, or bonds, notwithstanding any terms or condlbom contained in those instruments that address subrogation rights. 14. ARBITRATION Ether the Company or the Insured may demand that the claim or controversy shall be submitted to arbitration pursuant to the Title Inssurance Arbitration Rules of the American Land Thee Association ('Rules'). Except as provided in the Rules, there shall be no Joinder or consolidation with claims or controversies of other persons. Arbitrable matters may include, but are not limited to, any controversy or claim between the Comparly and the Insured arising out of or relating to this policy, any service in connection with its issuance or the breach of a policy provision, or to any other controversy or claim arising out of Ihe transaction giving rise to this policy. All arbitrable matters when the Amount of Insurance 5 $2,000,000 or ess shall be arbitrated at the option of either the Company or the Insured. NI arbitrable matters when the Amount of Insurance s in excess of 12, 000,000 shall be arbitrated only when agreed to by both the Company and the Insured. Arbitration pursuant to this policy and under the Rules shall be binding upon the parties. Judgment upon the award rendered by the Arbibator(s) may be entered in any court of competent Jurisdiction. 15. LIABILITY LIMITED TO THIS POLICY, POLICY ENTIRE CONTRACT (a) This policy together with all endorsements, f any, attached to it try the Company is the entire policy and contract between the Insured and the Company. In interpreting arty provision of this policy, this policy shall be construed as a whole. (b) Any claim of loss or damage that arises out of the status of the Title or by any action asserong such c[mm shall be restricted to this policy. (c) Any amendment of or endorsement to this policy must be in wnbrg and autenticated by an authorized person, or expressly incorporated by Schedule A of this policy, Policy Page 4 Policy Number: 3473423 (d) Each endorsement to this policy issued at any time Is made a part of this policy and is subject to all of its terms and provisions. Except as the endorsement expressly states, t does not (I) modify any of the terms and provisions of the policy, (ii) modify arty prior endorsement, (iii) extend the Date of Policy, or (H) increase the Amount of Insurance. 16. SEVERABILTIY In the event any provision of this policy, in whale or in part, is held invalid or unenforceable under applicable law, the policy shall be deemed not to Include that provision or such part held to be invalid, but all other provisions shall remain in full force and effect. 17. CHOICE Of LAW; FORUM (a) Choice of Law: The Insured acknowledges the Company has underwritten the risks covered by this policy and determined the premium charged therefore in reliance upon the law affecting interests in real property and applicable to the interpretaton, rights, rertedies, or enforcement of Polices of bte insurance of the jurisdiction where the Land s located. Therefore, the court or an arbitrator shall apply the law of the jurisdiction where the Land s located to determine the validity of claims against the Title that are adverse to the Insured and to interpret and enforce the terms of this Policy. In nether case shall the court or arbitrator apply its conflicts of law principles to determine the applicable law. (b) Choice of Forum: Any litigation or other proceeding brought by the Insured against the Company must be filed only in a state or federal court within ter United States of America or its temtores having appropriate jurisdiction. 18. NOTICES, WHERE SENT Any more of claim and arty other nonce or statement in wnbng required to be given to the Company under this policy must be given to the Company at 1 First American Way, Santa Ana, CA 92707, Attn: claims Department. POLICY OF TITLE INSURANCE S'( A M f p 0. C First American Tilde Insurance Company Form No. 1902.06 ALTA owner's Policy (6- 17-06) SCHEDULE A First American Title Insurance Company Name and Address of Title Insurance Company: First American Title Insurance Company 1 First American Way Santa Ana, CA 92707 File No.: DIV- 3473423 Policy No.: 3473423 Address Reference: 167 Kilkenny Drive, Encinitas, CA 92007 Amount of Insurance: $675,000.00 Premium: $1,616.00 Date of Policy: March 12, 2010 at 8:00 a.m. 1. Name of Insured: Trigny Living Trust dated and March 8, 2010 2. The estate or interest in the Land that is insured by this policy is: A Fee. 3. Title is vested in: Trigny Living Trust dated and March 8, 2010 4. The Land referred to in this policy is described as follows: Policy Page 5 Poicy Ndmber: 3473423 Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THE SOUTHWESTERLY ONE -HALF OF LOTS 1 THROUGH 3 INCLUSIVE, IN BLOCK 4 OF CARDIFF, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1298, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, NOVEMBER 14, 1910. ALSO ALL THE ALLEY NOW VACATED AND CLOSED TO PUBLIC USE IMMEDIATELY ADJOINING SAID LOTS 1 THROUGH 3 INCLUSIVE ON THE SOUTHWEST. APN: 261 - 142 -19 First American TRIe Insurance Company Form No. 1402.06 ALTA owner's Policy (6- 17 -06) File No.: DIV- 3473423 SCHEDULE B Policy No.: 3473423 EXCEPTIONS FROM COVERAGE Policy Page 6 Policy Number: 3473423 This Policy does not insure against loss or damage, and the Company will not pay costs, attorneys' fees, or expenses that arise by reason of: Part One: 1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the Public Records. 2. Any facts, rights, interests, or claims that are not shown by the Public Records but that could be ascertained by an inspection of the Land or that may be asserted by persons in possession of the Land. 3. Easements, liens or encumbrances, or claims thereof, not shown by the Public Records. 4. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that would be disclosed by an accurate and complete land survey of the Land and not shown by the Public Records. 5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records. Part Two: General and special taxes and assessments for the fiscal year 2010 -2011, a lien not yet due or payable. 2. The lien of supplemental taxes, if any, assessed pursuant to Chapter 3.5 commencing with Section 75 of the California Revenue and Taxation Code. An easement for privilege, right to extend drainage structures, excavation, embankment slopes beyond the limits of the right of way granted therein, where required for the construction, maintenance thereof and incidental purposes, recorded November 25, 1949 as Book 3398, Page 263 of Official Records. In Favor of: The County of San Diego Affects: The location of the easement cannot be determined from record information First American Tide Insurance Company Form No. 1402.06 ALTA owner's Policy (6- 17 -06) Policy Page 7 Policy Number: 3473423 4. Covenants, conditions, restrictions and easements in the document recorded June 2, 1948 as Book 2819, Page 453 and in Book 2819, Page 453, both of Official Records, but deleting any covenant, condition, or restriction indicating a preference, limitation or discrimination based on race, color, religion, sex, sexual orientation, marital status, ancestry, disability, handicap, familial status, national origin or source of income (as defined in California Government Code §12955(p)), to the extent such covenants, conditions or restrictions violate 42 U.S.C. §3604(c) or California Government Code §12955. Lawful restrictions under state and federal law on the age of occupants in senior housing or housing for older persons shall not be construed as restrictions based on familial status. 5. "Any requirement by the City of Encinitas for a certificate of compliance ". First American Title Insurance Company TRIGNY LIVING TRUST RESIDENCE 75 If 165 KILKENNY DRIVE (10750 -G) COST ESTIMATE AC Paving 4" surface 100 sf $1.75 Item Quantit Price Cost V, $100.00 Interlocking Pavers 280 sf $12.00 A. Grading Street Sewer Lateral 4 "- 40'long (14 If in ROW) 1 ea. 0 - %'L Clear and Grub 550 sf $0.45 $247.50 Excavate and Export 280 cy $27.50 $7700.00 Excavate and Fill 180 cy $20.00 $3600.00 Import and Fill 80 cy $28.00 $2240.00 Total $13,787.50 B. Best Management Practices (BMP'S) Gravel Bag 12 ea $1.10 $13.20 Straw Bales 8 ea $5.00 $40.00 Silt Fence 75 If $1.60 $120.00 Fiber Rolls 60 If $2.25 $135.00 Hydro -Seed 500 sf $0.20 $100.00 Stabilized Construction Ent. 600 sf $5.25 $3150.00 Concrete Washout 1 ea $500.00 $500.00 Total $4058.20 C. Public Surface Improvements 6" x 6" concrete curb 75 If $12.00 $900.00 AC Paving 4" surface 100 sf $1.75 $175.00 AC Pavement Removal 50 sf $2.00 $100.00 Interlocking Pavers 280 sf $12.00 $3360.00 Street Sewer Lateral 4 "- 40'long (14 If in ROW) 1 ea. $1335.00 $1335.00 Water Service, per Water District installation; paid directly to Water District $0.00 Saw Cut Existing 110 If $4.00 $440.00 Trench Shoring 5 -10' deep 14 If $11.20 $156.80 Total $5131.80 D. Private Drainage Driveway 1839 sf $5.00 $9195.00 Aggregate Base 1839 sf $1.00 $1839.00 Trench Shoring 5' -10' deep 30 If $11.20 $336.00 (for Sewer Lateral on Private Property) Total $11,370.00 IMPROVEMENT TOTAL $34,347.50 10% CONTINGENCY $3434.75 $37,782.25 BONDING AMOUNT $37,700.00 April 8, 2011 (Revised April 19, 2011) Jim Frost, Trustee Trigny Living Trust P.O. box 12648 Mill Creek, WA 96062 Re: Permit issuance requirements for: Application 10750 -G Case #: 10 -120 BA/CDP Site Address: 165 Kilkenny Drive APN: 261 - 142 -19 This letter summarizes the requirements for pulling your Engineering Permit for drawing 10750 -G. Your approved plan will remain valid for one year. If the permit is not issued within six months from the date of approval of the drawings, the plans will be subject to review by City staff for compliance with current codes and regulations before a permit can be issued, and changes to the approved plans as well as additional fees may be required. Please read through this letter carefully and contact the City with any questions you may have. It contains information about many requirements that may apply to your project and can make the process clearer and easier for you. In order to obtain the permits to construct the work shown on your approved plans, you will need to satisfy the requirements below. All of the items listed below must be submitted to the Engineering front counter in one complete package at the time the applicant comes in to pull the permit. Partial submittals of any kind will not be accepted. Your project planchecker will not accept any of the documents listed on behalf of the Engineering front counter staff; all items must be submitted to the front counter directly together and at one time. The correct number of each of the requested documents must be provided; copies of documents submitted to the City during plancheck do not reduce the necessary quantities listed below. (1) Provide 4 print sets of the approved drawing 10750 -G Provide 2 copies of soils report titled "Proposed Single - Family Residential Development, Kilkenny Drive, Encinitas, CA (A.P.N. 261 - 142 -19)" prepared by Vinje & Middleton Engineering, Inc. dated July 29, 2010. Submit 2 copies of the approved, signed (not draft) Resolution of Approval or Notice of Decision for Planning Case # 10 -120 BA/CDP, to be routed by the City to inspector and file. (2) Post Security Deposits to guarantee all of the work shown on your approved drawings. The amounts of security deposits are determined directly from the Approved Engineer's Cost Estimate generated by your engineer according to a set of predetermined unit prices for each kind of work shown on your plans. You will be required to post security deposit(s) as follows: (a) Security Deposit for Grading Permit 10750 -G: in the amount $37,700.00 to guarantee both performance and labor/ materials for earthwork, drainage, private improvements, and erosion control. (b) N/A (c) N/A (d) N/A A minimum of 20% and up to 100% of the amount listed in item(s) 2(a) must be in the form of cash, certificate of deposit, letter of credit, or an assignment of account. Up to 80% of the amount listed in item 2(a) may be in the form of auto - renewing Performance and Labor and Materials Bonds issued by a State of California licensed surety company. Up to 100% of the amount(s) listed in item(s) 2(b), 2(c), and/or 2(d) may be in the form of auto - renewing Labor and Materials bonds issued by a State of California licensed surety company. Cash, certificates of deposit, letters of credit, and assignments of account are also acceptable financial instruments. If a certificate of deposit (CD) will be obtained to secure the entire amount(s) listed in item(s) 2(a) and/or 2(b), two separate CD's for 25% and 75% of the amount(s) listed in item(s) 2(a) and/or 2(b) should be obtained in order to facilitate any future partial release of those securities. CD's posted may be of any term but must be auto-renewing and must specify the City of Encinitas as a certificate holder and include a clause that until the City of Encinitas provides a written request for release of the CD, the balance shall be available to the City upon its sole request. The format of any financial instrument is subject to City approval, may be in the owner's name only, and must list the City of Encinitas as a Certificate Holder. For any questions regarding how to post securities, bonding, or the required format of securities, please contact Debra Geishart at 760 - 633 -2779. (3) Pay non - refundable fees as listed below: Fee Type Amount Grading Inspection limmoo NPDES Inspection Gradin 377.00 Flood Control Fee N/A Encroachment Permit 10750 -PE $290.0 0 The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of the approved Engineer's cost estimate dated February 24, 2011 and 3% of the cost estimate over $100,000.00. The NPDES inspection fee is assessed as 1% of the first $100,000.00 of the approved Engineer's cost estimate and 0.6% of the cost estimate over $100,000.00. The flood control fee is assessed at a rate of $0.21 per square foot of net new impervious surface area for driveway and parking areas as created per the approved plan. (4) Provide the name, address, telephone number, state license number, and license type of the construction contractor. The construction of any improvements within the public right -of -way or public easements is restricted to qualified contractors possessing the required state license as listed in the table below. The contractor must also have on file with the City current evidence of one million dollar liability insurance listing the City of Encinitas as co- insured. Additional requirements are described in the handout "Requirements for Proof of Insurance" available at the Engineering front counter. Type Description Work to be Done A General Engineering any &all C -8 Concrete a ron /curb/ utterlram /sidewalk C -10 Electrical lighting/signals C -12 Grading & Paving any surface, certain drain - basinslchannels C -27 Landscaping planting/irrigation/fencing & other amenities C -29 Masonry retaining walls C -32 Parking &Highway Improvement signage /striping /safety C -34 Pipeline sanitary sewertstorm drain (5) Permits are valid for no more than one year from the date of issuance and may expire earlier due to expirations of letter of credit and /or insurance policies. (6) This project does not propose land disturbance in excess of one acre and is exempt from the State Storm Water Pollution Prevention Plan (SWPPP) requirement. An erosion control plan shall be implemented per the approved grading plan. Preconstruction Meeting: A preconstruction meeting at the project site is mandatory for all projects. The preconstruction meeting may not be scheduled until the Engineering permit(s) have been issued, and the applicant/contractor must give the assigned Engineering inspector a minimum of 48 hours advance notice prior to the scheduled meeting time. Right -of -Way Construction Permit: A separate right -of -way construction permit will be required for any work in the public right -of -way or public easements. Typically, this work may include construction or reconstruction of a portion of the driveway within the public right -of -way, excavation, backfill, and resurfacing to install electric, gas, telephone, and cable television lines, or water and sewer connections. A permit fee of $300.00 per application and a site plan, preferably the work order issued by the public utility, will be required. Contractor license and insurance requirements apply. Permits must be issued at least 48 hours in advance of the start of work. Haul Routes, Traffic Control Plans, and Transportation Permits: These separate permits may be required for your project and are handled by the Traffic Engineering Division. A fee of $250.00 is required for traffic control plans. For more details, contact Raymond Guarnes, Engineering Technician, at (760) 633 -2704. Release of Project Securities: The partial or complete release of Droiect securities is initiated automatically by the ON after submission of satisfactory as -built drawings to the Citv and approval by the Droiect Enaineerina inspector. ADDlicant reauests cannot be addressed without release approval from the proiect inspector. The processing and release of securities may take up to 4 weeks after the release process is initiated by the project Engineering inspector. Any cash releases will be mailed to the address on this letter unless the City is otherwise notified, and all letters mailed to a financial institution will be copied to the owner listed hereon. Satisfactory. completion of Final Inspection certified by the project Engineering inspector is a prerequisite to full release of the Security Deposit assigned to any Grading Permit. A sum in the amount of 25% of the securities posted for improvement permits will be held for a one -year warranty period, and a release is automatically initiated at the end of that warranty period. Construction Changes: Construction changes prepared by the Engineer of Work will be required for all changes to the approved plans. Requests for construction change approval should be submitted to the Engineering Services Department front counter as redlined mark -ups on 2 blueline prints of the approved Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation due to the proposed changes may be cause for assessment and collection of additional inspection fees and security deposits. Construction change fees of $200.00 and $350.00 will be assessed for minor and major construction changes, respectively. Construction changes necessitating a new plan sheet will be assessed the per -sheet plancheck and NPDES plancheck fees in lieu of the construction change fee. Construction changes not previously approved and submitted as as -built drawings at the end of the construction process will be rejected and the securities release will be delayed. Change of Ownership: If a change of ownership occurs following approval of the drawing(s), the new owner will be required to submit to the City a construction change revising the title sheet of the plan to reflect the new ownership. The construction change shall be submitted to the Engineering front counter as redline mark -ups on two blueline prints of the approved drawing together with two copies of the grant deed or title report reflecting the new ownership. Construction change fees apply. The current owner will be required to post new securities to replace those held by the City under the name of the former owner, and the securities posted by the former owner will be released when the replacement securities have been received and approved by the City. Change of Engineer of Work: If a change in engineer of work occurs following the approval of the drawing(s), a construction change shall be submitted for review and approval by the Engineering Department. Two copies of the forms for the assumption of responsibility by the new engineer and the release of responsibility by the former engineer shall be completed and submitted to the City. Construction change fees apply. As- builts: Project as -built drawings prepared by the Engineer of Work will be required prior to Final Grading acceptance by Engineering Services. Changes to the approved plans require a construction This letter does not change owner or successor -in- interest obligations. If there should be a substantial delay in the start of your project or a change of ownership, please contact the City to request an update. Should you have questions regarding the posting of securities, please contact Debra Geishart, who processes all Engineering securities, at (760) 633 -2779. Should you have any other questions, please contact me at (760) 633 -2780 or visit the Engineering Counter at the Civic Center to speak with an Engineering Technician. Sincerely, *4— %all— Ruben Macabitas Assistant Civil Engineer cc Sampo Engineering, Inc., Vince Sampo Debbie Geishart, Engineering Technician Greg Shields, Senior Civil Engineer Masih Maher, Senior Civil Engineer permit/file Enc Application Requirements for Proof of Insurance Security Obligation Information Ll 0 I I U j J J J Geotechnical Investigation J . ✓� �' Proposed Single- Family Residential Developmen Kilkenny Drive, Encinitas (A.P.N. 261- 142 -19) July 29, 2010 Prepared For: Trigny Living Trust P.O. Box 12648 Mill Creek, Washington 98082 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, California 92029 Job #10 -147 -P (A) ..J J I u I I D I U I I'I I I Job #10 -147 -P (A) July 29, 2010 Trigny Living Trust P.O. Box 12648 Mill Creek, Washington 98082 MTF)F)i FTC)N FNCUNFFR TNC; 2450 Auto Park Way Escondido. California 92029 -1229 Rom (760) 743 -I214 Fax (760) 739 -0343 GEOTECHNICAL INVESTIGATION, PROPOSED SINGLE - FAMILY RESIDENTIAL DEVELOPMENT, KILKENNY DRIVE, ENCINITAS (A.P.N. 261 - 142 -19) Pursuant to your request, Vinje and Middleton Engineering, Inc. has completed the attached Geotechnical Investigation Report for the above - referenced property. The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations for the proposed development as understood. From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the planned single - family residential development provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided in this study are consistent with the site indicated geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #10 -147 -P (A) will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGIN S. Shariat 5 Ifs j u - No.2 °« Exo 31!10 ..a jTABLE OF CONTENTS aVII. CONCLUSIONS ................. ............................... 11 VIII. RECOMMENDATIONS ........... ............................... 13 Li PAGE NO. Remedial Grading and Earthworks .......................... 13 B. I. INTRODUCTION ................. ............................... 1 n II. SITE DESCRIPTION .............. ............................... 1 jj LJ III. PROPOSED D. Soil Design Parameters .... ............................... DEVELOPMENT ...... ............................... 2 !j �J IV. SITE INVESTIGATION ............ ............................... 2 lF. V. GEOTECHNICAL CONDITIONS ..... ............................... 2 0 _ IX. LIMITATIONS .................. ............................... 27 A. Earth Materials ............ ............................... 2 B. Groundwater and Surface Drainage .......................... C. Slope Stability ............. ............................... 3 3 D. Faults /Seismicity ........... ............................... 4 a E. Seismic Ground Motion Values .............................. F. Geologic Hazards .......... ............................... 5 6 G. Field and Laboratory Tests and Test Results ................... 6 VI. SITE CORROSION ASSESSMENT . ............................... 10 aVII. CONCLUSIONS ................. ............................... 11 VIII. RECOMMENDATIONS ........... ............................... 13 Li A. Remedial Grading and Earthworks .......................... 13 B. Foundations and Floor Slabs ............................... 20 n C. Exterior Concrete Slabs / Flatworks ......................... 21 D. Soil Design Parameters .... ............................... 22 E. Asphalt and PCC Pavement Design ........................ 23 lF. General Recommendations . ............................... 25 _ IX. LIMITATIONS .................. ............................... 27 J REFERENCES JTABLE NO. FaultZone ........................... ............................... 1 l Seismic Ground Motion Values .......... ............................... 2 SoilType ............................ ............................... 3 Maximum Dry Density and Optimum Moisture Content ..................... 4 .1. aTABLE OF CONTENTS (continued) 0 PAGE NO. Liquid Limit, Plastic Limit and Plasticity Index ............................ 5 Moisture - Density Tests (Undisturbed Chunk Samples) ..................... 6 a Expansion Index Test .................. ............................... 7 Direct Shear Test ................................ pH and Resistivity Test ............... ............................... 9 SulfateTest ......................... ............................... 10 ChlorideTest ........................ ............................... 11 Years to Perforation of Steel Culverts ... ............................... 12 a QPLATE NO. Vicinity Map ..................................... ry Site Plan ......... ............................... 2 Grading Plan ................ ilJl 3 ProfilePlan .......................... ............................... 4 Test Pit Logs (with key) ........... ................................... 5 -7 CrossSection ........................ ............................... 8 Fault- Epicenter Map ................... ............................... 9 Typical Retaining Wall Drain Detail ..... ............................... 10 Isolation Joints and Re- entrant Corner Reinforcement .................... 11 I J I 11 -1 GEOTECHNICAL INVESTIGATION PROPOSED SINGLE - FAMILY RESIDENTIAL DEVELOPMENT 7 KILKENNY DRIVE, ENCINITAS, CALIFORNIA (A.P.N. 261- 142 -19) I. INTRODUCTION The project site investigated herein consists of northwesterly portions of a developed residential property located at the above referenced address. The site location is shown on a Vicinity Map attached to this report as Plate 1. We understand that the existing property will be split into two separate individual lots for (� the support of future single - family residential dwellings with the associated structures and U improvements. The larger property and approximate location of the proposed property line separating the new northwestern and southeastern lots designated herein as 10 -147 -P (A) and 10 -147 -P (B) are depicted on the enclosed Site Plan, Plate 2. The focus if this report, u 10 -147 -P (A), is limited to the northwestern portions of the property as depicted on a preliminary Grading Plan attached with this report as Plate 3. Field explorations and sampling were completed for the entire property comprising both portions at the same time. However, a separate geotechnical report, 10 -147 -P (B), will be issued for the new southeastern lot when development plans for those areas become available. Data generated during our field investigation and laboratory testing over the entire property are used for completing our analysis and common values and design parameters are presented in both reports where appropriate and as applicable. The purpose of our investigation was to determine soil and geotechnical conditions beneath the project property and to ascertain their influence upon the proposed development, as understood. Test pit digging, soil sampling, laboratory testing, and engineering were among the activities conducted in conjunction with this effort which has resulted in the grading and foundation recommendations for the planned northwestern lot, 10 -147 -P (A). II. SITE DESCRIPTION A Site Plan reproduced from a Topographic Survey Map prepared by TerraData AZ, J depicting existing site conditions is attached herein as Plate 2. As shown , the project northwestern portions of the property consist of slightly modified terrain that includes an asphalt driveway and landscaping improvements. An existing dwelling is located beyond the property line on the future adjacent southeastern lot, 10 -147 -P (B). Topographically, the project northwestern lot, 10 -147 -P (A), slopes very gently in a southwesterly direction to the adjacent southeastern property with less than 2 feet of vertical relief. Residential dwellings neighbor the site to the southwest and northeast. An existing free standing wall also marks the property along the southwest. Kilkenny Drive bounds the property to the northwest. V INIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 `1 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 2 Site drainage over the project portions of the property flows in a southeasterly direction to the proposed adjacent lot. Excessive scouring or erosion is not in evidence. III. PROPOSED DEVELOPMENT (� A preliminary Grading Plan showing the planned development is reproduced and is t� included herein as Plate 3. Profiles of the planned structure are also included as Plate 4. As shown on Plate 3, the study site is proposed for the support of a single - family residential dwelling that will include a basement and associated improvements. Major grade alterations or the creation of large graded slopes are not anticipated in connection with the development of the project new northwestern lot. Final pad grades are expected at or very near existing elevations. However, excavations on the order of 10 feet will be required to develop the lower basement level partially underneath the proposed dwelling. Associated improvements will consist of site paving and underground utilities. Access to the site will occur from Kilkenny Drive to the northwest. r, Detailed construction plans are not available. However, the use of lower masonry block L basement type retaining walls and upper conventional wood -frame with exterior stucco buildings supported on shallow stiff foundations with stem walls and slab -on -grade floors, or slab -on- ground with turn -down footings is anticipated for this study. IV. SITE INVESTIGATION Subsurface conditions at the property were chiefly determined by the excavation of three exploratory hand -dug test pits and two test pits excavated with a limited- access Bobcat r� excavator. All the excavations were logged by our project geologist who also retained J representative soil and rock samples at selected locations and intervals for subsequent laboratory testing. Test pit locations are shown on the attached Plates 2 and 3. Logs of J the excavations are included as Plates 5 -7. Laboratory test results and engineering properties of selected samples are summarized in the following sections. JV. GEOTECHNICAL CONDITIONS The project site is underlain at shallow depths by Pleistocene age Terrace Deposit J formational rocks. Eocene sedimentary rock units, more commonly designated as the Delmar Formation, were also exposed on an embankment that marks the south margins of the existing larger property. Instability which could preclude the planned residential 1 development is not in evidence. Cross - Sections depicting subsurface conditions based on J our test excavations are included as Plate 8. J A. Earth Materials Terrace Deposit: The project northwestern lot is underlain at shallow depths by natural Terrace Deposits which are widespread in local coastal areas of Encinitas. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Pak Way • Escondido, Cabfornia 92029-I229 • Phone (760) 74342I4 _0 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 3 As exposed in our test excavations, site Terrace Deposits consist of red brown fine grained sandstone with a trace of clay. The Terrace Deposits were found in moist U and loose to weathered conditions near surface exposures becoming blocky and u dense at modest depths. The underlying Terrace Deposits below the upper weathered zone are considered suitably dense and will provide adequate support for new structures and improvements. Site Terrace deposits are mostly none to very low expansive. Formational Rock: Eocene age formational rock units, more commonly designated as the Delmar Formation, were exposed at shallow depths in a hand -dug test pit on the nearby slope that marks the southerly property margin for the southeastern lot (not a part of this report). The Del Mar formational rocks are also expected to be present at an unknown depth beneath the project northwest lot and may be exposed in the basement excavations. However, based on our test excavations, Terrace Deposits extend to the depths of 11 % feet below the existing grades at the explored locations. Actual conditions should be established by the project geotechnical consultant at the time of basement excavations. Nearby Del Mar formation chiefly consist of dark - colored siltstone /claystone deposits that were found in a weathered "popcorn" condition. The Del Mar Formation is also potentially expansive. j Fill/Topsoil: A thin layer of undifferentiated fill and topsoil, on the order of 2 feet thick, mantle the project site. The surficial soil consists of silty sand that was found in slightly moist and very loose conditions overall. Site surficial soils and upper loose and weathered Terrace Deposits are not suitable j for the support of proposed structures and improvements in their present condition J and should be regraded as specified herein. U J I B. Groundwater and Surface Drainage Groundwater conditions were note ncounte red during this investigation to the depths explored and are not expected to impact the proposed residential development as currently understood. However, the control of surface run -off and storm water is critical to the stability of the planned graded building pad. Surface water should not be allowed to pond on pad surfaces and over - watering of site vegetation should be disallowed. Basement walls should be provided with adequate waterproofing and drainage systems as outlined in a following section. C. Slope Stability Significant slopes are not present nor are any planned in connection with the proposed development. Consequently, slope stability is not a major geotechnical concern at the project site. Temporary construction slopes required in connection VINJE & MIDDLETON ENGINEERING, INC. - 2450 Auto Park Way • Escondido, California 92029 -1229 • Phonc (760) 743 -1214 L� U I LI !J U I I J I I `J L1 i GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA (A.P.N. 261- 142 -19) PAGE 4 with achieving basement grades should adhere to our recommendations provided in a following section. D. Faults /Seismicity Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40 -year period (1934- 1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake eventswhich affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 1.7 miles from the project area. This event, which is thought to have occurred along an offshore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.284g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQFUALT VERSION 3.00 updated) typically associated with the fault is also tabulated. TABLE 1 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 9. VINJE ♦k. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 7434214 .:... ., MAXIMUM LJO ..: ,'? .15; U a ZONE DISTANCE FROM SITE PR OBABLE ACCELERATION R.H. r 2.4 miles 0.325g Rose Canyon Fault Coronado Bank Fault 17.0 miles 0.2178 Newport- Inglewood Fault 13 1 miles 0.202g Elsinore - Julian Fault 29 2 miles 0.123 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 9. VINJE ♦k. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 7434214 I 7 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 5 LJ More recently, the number ofseismiceventswhich affectthe region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have !� been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the a most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related rn segments of the San Andreas Fault approximately 90 miles to the north. Locally J high levels of ground shaking over an extended period of time resulted, however, significant damages to local structures were not reported. The increase in n earthquake frequency in the region remains a subject of speculation among U geologists; however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the r t highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that atthat location the fault was last active 6,000 to 9,000 years ago. More recent work suggests that segments of the fault are younger [� having been last active 1000 - 2000 years ago. Consequently, the fault has been lJ classified as active and included within an Alquist - Priolo Special Studies Zone established by the State of California. J I Fault zones tabulated in the preceding table are considered most likely to impact the region of the study site during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. E. Seismic Ground Motion Values For design purposes, site - specific seismic ground motion values were determined as part of this investigation in accordance with the California Building Code (CBC). The following parameters are consistent with the indicated project seismic V1NJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. Glifornia 92029 -1229 • Phone (760) 743 -1214 I in 7 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 6 environment and our experience with similar earth deposits in the vicinity of the project site, and may be utilized for project design work: TABLE 2 J Site peak ground accelerations (PGA) based on 2 percent probability of exceedance in 50 years defined as Maximum Considered Earthquake (MCE) with a statistical return period of 2,475 years is also evaluated herein in accordance with the requirements of CBC Section 1613 and ASCE Standard 7 -05. Based on our analysis, the site PGAMCE was estimated to be 0.60g using the web -based United States Geological Survey (USGS) ground motion calculator. The design PGA determined as two- thirds of the Maximum Considered Earthquake (VICE) was estimated to be 0.40g. F. Geologic Hazards Geologic hazards are not presently indicated at the project site. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are 1 not anticipated. f G. Field and Laboratory Tests and Test Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test pit and field l exposures, site soils have been grouped into the following soil types: JVINIE & MIDDLEioN ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 -Phone (760) 743 -I2I4 Explanation: Ss: Mapped MCE, 5% damped, spectral response acceleration parameter at short periods. Si: Fa: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1- second. Site coefficient for mapped spectral response acceleration at short periods. Fv: Site coefficient for mapped spectral response acceleration at 1- second period. SMS: The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMS= FaSs). SMt: The MCE, 5% damped, spectral response acceleration at a period of 1- second adjusted for site class SDS: effects (Snot= FvS1). Design, 5% damped, spectral response acceleration parameter at short periods (SDS= a/aSMS). SDI: Design, 5% damped, spectral response acceleration parameterata period of1- second(SDI= V3SMt). J Site peak ground accelerations (PGA) based on 2 percent probability of exceedance in 50 years defined as Maximum Considered Earthquake (MCE) with a statistical return period of 2,475 years is also evaluated herein in accordance with the requirements of CBC Section 1613 and ASCE Standard 7 -05. Based on our analysis, the site PGAMCE was estimated to be 0.60g using the web -based United States Geological Survey (USGS) ground motion calculator. The design PGA determined as two- thirds of the Maximum Considered Earthquake (VICE) was estimated to be 0.40g. F. Geologic Hazards Geologic hazards are not presently indicated at the project site. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are 1 not anticipated. f G. Field and Laboratory Tests and Test Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test pit and field l exposures, site soils have been grouped into the following soil types: JVINIE & MIDDLEioN ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 -Phone (760) 743 -I2I4 !'1 a I GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 7 TABLE 3 n The following tests were conducted in support of this investigation: LJ. 1. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Types 1 and 2 was determined in accordance with ASTM D -1557. The results are presented in Table 4. TABLE 4 !�J TP4 @3' 1 1251 7.2 aTP -1 Q 1'/.' (1) 2 116.1 17.0 (1) Test Excavation on the adjacent future southeasterly lot. 2. Liquid Limit Plastic Limit and Plasticity Index: Liquid limit, plastic limit and plasticity index tests were performed on a representative sample of Soil Type 2 in accordance with the ASTM D -4318. Test results are tabulated in Table 5. TABLE 5 D11 TP -1 @ 1' /a' (l) 1 2 I 40 I 21 I 19 (1) Test Excavation on the adjacent future southeasterly lot. III J J 3. Moisture - Density Tests (Undisturbed Chunk Samples): In -place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in Table 6 and tabulated on the attached Test Pit Logs. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auro Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 iJ J J Q U I I W I GEOTECHNICAL INVESTIGATION KILKENNY DRIVE, ENCINITAS. CALIFOR TABLE 6 JULY 29, 2010 P.N. 261 - 142 -19) PAGE 8 4. Expansion Index Test: Two expansion index (El) tests were performed on a representative sample of Soil Types 1 and 2 in accordance with the ASTM D- 4829. The test results are presented in Table 7. TABLE 7 Molded Degree of Final Initial Dry r TP -2 @ 1' 1 4 112.6 125.1 90 22 TP -3 @ 3' 1 8 106.5 125.1 85 36 TP -4 @ 3' 1 9 94.9 125.1 76 31 TP4 @ 6' 1 7 108.7 125.1 87 34 TP -4 @ 10'(i) 1 11 - 125.1 - - - TP -5 @ 4' 1 7 97.9 125.1 78 26 TP -5 @ 8' 1 6 105.8 1251 85 27 TP -4 @ 10' 1 7 107.2 125.1 86 33 (1) Sample disturbed. Assumptions And relationships: In -place Relative Compaction = (Yd . Ym) X100 Gs = 2.70 e= (Gs Ym + Yd) -1 S= ((o Gs) -e 4. Expansion Index Test: Two expansion index (El) tests were performed on a representative sample of Soil Types 1 and 2 in accordance with the ASTM D- 4829. The test results are presented in Table 7. TABLE 7 (1) 1 est Excavation on the adjacent future southeasterly lot. V INIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 Molded Degree of Final Initial Dry r y1 EEId Sample Soil m Saturation m Density Measur� �� Locafipn T e t °/a °.�a (% (PCF) EIr SaXttfgn�a TP-t @ 3' 1 - - - - wil plastic nan- expansive TP -1 @ 11/2 (t) 2 13 3 50.2 27.3 982 55 55 (m) = moisture content in percent. E150 = Elmeas - (50 - Smeas) ((65 + Elmeas) + (220 - Smeas)) Expansion Index (EI) Expansion Potential 0-20 Very Low 21 -50 Low 51 -90 Medium 91 - 130 High ) 130 Very High (1) 1 est Excavation on the adjacent future southeasterly lot. V INIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 q D 11 I GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 9 5. Direct Shear Test: Two direct shear tests were performed on representative samples of Soil Types 1 and 2. The prepared specimens were soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 8. TABLE 8 (1) I est Excavation on the adjacent future southeasterly lot. 6. pH and Resistivity Test: pH and resistivity of representative samples of Soil Types 1 and 2 were determined using "Method for Estimating the Service Life J of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test results are tabulated in Table 9. J TABLE 9 (1) Test Excavation on the adjacent future southeasterly lot. 7. Sulfate Test: Sulfate tests were performed on representative samples of Soil Types 1 and 2 in accordance with the California Test Method (CTM) 417. The test results are presented in Table 10. 1 TABLE 10 v 'Ir.' o e <, r#! WINOJ RIM is YI : Soil 7 e r,a� TPA @ 3' 1 2800 7.9 TP -1 2 1Y:'(i) 2 549 7.7 (1) Test Excavation on the adjacent future southeasterly lot. 7. Sulfate Test: Sulfate tests were performed on representative samples of Soil Types 1 and 2 in accordance with the California Test Method (CTM) 417. The test results are presented in Table 10. 1 TABLE 10 v Amount of Water Soluble Sulfate Y9 a _ le Location : Soil 7 e In Soil, %ab :Wei ht ...r` TP -4 @ 3' 1 — 0.005 TP -1 @ 1' /a' (i) 2 0.006 (1) Test Excavation on the adjacent future southeasterly lot. ._J V INIE & MIDDLETON ENGINEERING, INC. • 2450 Auro Park Way • Escondido, California 92029 -1229 • Phom (760) 743 -I214 I U I II I I GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA (A.P.N. 261 - 142 -19) PAGE 10 8. Chloride Test: A chloride test was performed on a representative sample of Soil Type 3 in accordance with the California Test Method (CTM) 422. The test result is presented in Table 11, TABLE 11 ° Amount of Water Soluble " Chloride Sam IeLocation., ,.. Soil Type . In Soil; Jo;b ,,W,ei ht.: ;. TP -4 @ 3' 1 0 005 TP -1 2 1 %:'(I) 2 0.010 (1) Test Excavation on the adjacent future southeasterly lot. VI. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exist: Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight), pH is less than 5.5. For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm -cm indicates the potential for presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Laboratory test results performed on selected representative site samples indicate thatthe 1 minimum resistivity is more than 1000 ohm -cm for the project northwest lot (below 1000 J ohm -cm are indicated for the adjacent future southeasterly lot) suggesting presence of low quantities of soluble salts. Test results further indicated pH levels are greater than 5.5, Jsulfate concentrations are less than 2000 ppm, and chloride concentration levels are less than 500 ppm. Based on the results of the corrosion analyses, the project northwest lot is considered non - corrosive. However, the project property is located within 1000 feet of Jseawater and mitigation measures are considered appropriate for the design of new structures and improvements. A corrosion engineer may be consulted in this regard. Based upon the results of the tested soil samples, the amount of water soluble sulfate (SO4) was found to be 0.005 percent by weight which is considered negligible according to ACI 318, Table 4.3.1. However, due to the site proximity to seawater, Portland cement VINJE & MIDDUTON ENGINEERING, INC. • 2450 Auto Parkway • Escondido, California 92029 -1229 • Phone (760) 743 -1214 LJ GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 11 Type II with minimum f'c = 4000 psi, maximum water cement ratio of 0.50 and steel reinforcement cover greater than 3 inches, as determined and approved by the project Jcorrosion /structural engineer should be considered. Table 12 is also appropriate based on the pH- Resistivity test result: TABLE 12 I I 1) 1 est Excavation on the adjacent future southeasterly lot. VII. CONCLUSIONS Based upon the foregoing investigation, development of the project (northwest lot) portions of property, substantially as proposed, is feasible from a geotechnical viewpoint. The project northwest lot is underlain by generally competent and stable Terrace Deposits at relatively shallow to modest depths which will adequately support new structures and (j improvements. The following factors are unique to the site and will impact the planned �J development and construction procedures: (� Instability or geologic hazards including flooding, landslides or faulting are not �J present at the project northwest lot portion (Plate 3) of the property and will not be a factor in the planned redevelopment. The study site is not located near or within J the Alquist - Priolo earthquake fault zone established by the State of California. The most significant long -term geologic phenomenon likely to impact the property is periodic ground shaking associated with earthquake activity along distant active rl faults. The project site is directly underlain by a relatively thin section of undifferentiated fill lJ and topsoil atop stable natural Terrace Deposits. The site upper soil mantle chiefly U occurs in a dry to moist and loose conditions and are not suitable in their present condition for the support of new fills, structures and improvements. These deposits should be regraded as recommended in the following sections. Below the upper soil cover natural Terrace Deposits occur. Based on the available exploratory excavations, site Terrace deposits generally occur in loose and weathered conditions near the surface exposures becoming more dense with depth, J and extend to the depths of 11'/� below the existing ground surfaces, where explored. The underlying dense sandstone Terrace deposits below the weathered zone are suitably dense and stable units that can adequately provide structural l support. Regrading of the loose and weathered zones of underlying Terrace VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 a. 8f t "t 1 Years to Perforation of Steel Culverts 38rj9 j 60 83 106 129 2 (1) 1 Years to Perforation of Steel Culverts 19 1 24 1 30 1 41 1 53 1 64 1. 1) 1 est Excavation on the adjacent future southeasterly lot. VII. CONCLUSIONS Based upon the foregoing investigation, development of the project (northwest lot) portions of property, substantially as proposed, is feasible from a geotechnical viewpoint. The project northwest lot is underlain by generally competent and stable Terrace Deposits at relatively shallow to modest depths which will adequately support new structures and (j improvements. The following factors are unique to the site and will impact the planned �J development and construction procedures: (� Instability or geologic hazards including flooding, landslides or faulting are not �J present at the project northwest lot portion (Plate 3) of the property and will not be a factor in the planned redevelopment. The study site is not located near or within J the Alquist - Priolo earthquake fault zone established by the State of California. The most significant long -term geologic phenomenon likely to impact the property is periodic ground shaking associated with earthquake activity along distant active rl faults. The project site is directly underlain by a relatively thin section of undifferentiated fill lJ and topsoil atop stable natural Terrace Deposits. The site upper soil mantle chiefly U occurs in a dry to moist and loose conditions and are not suitable in their present condition for the support of new fills, structures and improvements. These deposits should be regraded as recommended in the following sections. Below the upper soil cover natural Terrace Deposits occur. Based on the available exploratory excavations, site Terrace deposits generally occur in loose and weathered conditions near the surface exposures becoming more dense with depth, J and extend to the depths of 11'/� below the existing ground surfaces, where explored. The underlying dense sandstone Terrace deposits below the weathered zone are suitably dense and stable units that can adequately provide structural l support. Regrading of the loose and weathered zones of underlying Terrace VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 I GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 12 IDeposits will also be necessary as part of site remedial grading operations in order to construct safe and stable bearing and subgrade soils. ` The planned new development includes the construction of a basement which will D require modest excavations to achieve the basement grades with subsequent export operations. Basement excavations are expected to remove the upper soil cover and majority of the loose and weathered Terrace Deposits. ` Siltstone /Claystone Del Mar Formation were also mapped on the nearby existing embankment on the adjacent future southeastern lot and may also be exposed in ( -r the basement excavations on the project northwest lot (Plate 3). Del Mar Formation ( is characteristically a weaker unit consisting of expansive deposits. Del Mar Formation, if encountered, should be over - excavated and removed from the site as part of the project excavations and export operations. The removal areas should then be reconstructed to design grades with site sandy soils as recommended in the following sections. * Site excavations and removals are expected to chiefly generate sandy to silty sandy deposits. However, locally potentially expansive clayey soils may also be encountered which are expected to be in minor quantities overall . Clayey soils, if they are encountered at the project site, should also be selectively separated and removed from the site as a part of project export operations. Generated good quality sandy materials available from the site excavations should be stockpiled onsite for reuse as new fills and backfills. 7 ` Based on select grading recommendations specified herein, final bearing and subgrade soils are anticipated to consist primarily of sandy to silty sand (SM /SP) materials with very lowexpansion potential (expansion index less than 21) based on ASTM D -4829 classification. Actual classification and expansion characteristics of the finish grade soil mix can only be provided in the final as- graded compaction report based upon proper testing of finish grade soils. ` Site excavations, grading, earthwork and constructions should not impact the adjacent onsite structures and improvements, and offsite properties. Adequate 1 excavation setbacks should be observed and temporary excavation slopes and trenching should be completed as specified in the following sections. Temporary shoring and trench support should also be anticipated as discussed in the following sections. Instrumenting and monitoring of the neighboring buildings and nearby more sensitive structures and improvements on adjacent public right -of -way should also be considered, where appropriate and as necessary. ` Existing improvements occupy the project northwest lot portions of the property. All trash debris generated from the demolition and removal of site existing structures I 1 VINJE & MIDDLETON ENGINEERING, INC. - 2450 Auto Park Way • Escondido, Californu 92029 -1229 -Phone (760) 743 -1214 J D I 111 [11 I D J I J J GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 13 and improvements should be removed and properly disposed of from the site as approved. Construction debris should not be allowed within site new fills and backfills as specified in the following sections. The project northwestern lot (Plate 3) consists of relatively level ground and the creation of large graded slopes is not anticipated. Stability of natural or permanent graded embankments will not be a factor in the development of the project northern portion of the property. Groundwater conditions were not encountered in our exploratory excavations and are not expected to impact basement excavation and constructions. However, adequate site surface drainage and control is a critical factor in performance of the new buildings with a subterranean basement level. Drainage control facilities should be designed and installed for proper control and disposal of surface and storm water as shown on the approved grading or drainage improvement plans. Over - watering of site vegetation may also create perched water and the creation of excessively moist areas at finished surfaces and should be avoided. All site and building basement type retaining walls should be provided with a well - developed backdrain system as outlined in a following section. Soil collapse or post construction total and differential settlements are not expected to be a major geotechnical factor in the redevelopment of the project site provided our remedial grading and foundation recommendations are incorporated into the design and construction of the project. Liquefaction and seismically induced settlements will not be a factor in the construction of the planned new buildings and improvements provided our recommendations are followed. VIII. RECOMMENDATIONS The following recommendations are consistent with the site indicated geotechnical conditions at the project northwestern lot portion (Plate 3) of the property and should be reflected in final plans and implemented during the construction phase. Added or modified recommendations may also be appropriate and can be provided at the final plan review phase: A. Remedial Grading and Earthworks The project site is directly underlain by a relatively shallow mantle of undifferentiated fill and topsoil that occur in a dry to loose condition. Below, sandstone Terrace deposits occur. Removal and recompaction of surficial soil mantle and upper VINJE & MIDDLETGN ENGINEERING, INC. • 2450 Auto Park Way • Escondido, Uifornia 920294229 • Phonc (760) 743 -1214 J LJ GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 14 exposures of underlying weathered Terrace deposits are recommended below. All grading and earthworks should be completed in accordance with Chapter 18 and Appendix "J" of the California Building Code (CBC), city of Encinitas Grading Ordinances, the Standard Specifications for Public Works Construction, and the requirements of the following sections wherever applicable: 1. Existing Underground Utilities and Structures: All existing underground Q waterlines, sewer lines, storm drains, utilities, tanks, structures and improvements at or nearby the project construction site should be thoroughly potholed, identified and marked priorto the initiation of the actual grading work. Specific geotechnical engineering recommendations maybe required based on the actual field locations and invert elevations, backfill conditions and proposed grades in the event of a grading or construction conflict. DUtility lines may need to be temporarily redirected, if necessary, prior to earthwork operations and reinstalled upon completion of grading operations. n Alternatively, permanent relocations may be appropriate as shown on the I� approved plans. Abandoned lines, irrigation pipes and conduits should be properly removed, capped or sealed -off to prevent any potential for future water infiltrations into the foundation bearing, subgrade and backfill soils. Voids created by the removals of the abandoned underground pipes, tanks and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. J2. Clearing and Grubbing: Remove surface vegetation, trees, roots, stumps, construction debris, and all other unsuitable materials and deleterious matter U from all areas of proposed new fills, improvements, and structures plus 10 feet iJ outside the perimeter, where possible and as approved in the field. JConstruction debris generated from the removals and demolition of the site existing structures, improvements, pavings, and abandoned underground facilities should also be properly removed and disposed of from the site. Trash, vegetation and construction debris shall not be allowed to occur or contaminate new site fills and backfills. The prepared grounds should be inspected and approved by the project geotechnical engineer or his designated field representative, prior to remedial grading and earthworks. 3. Removals and Remedial Grading: Project development as shown on the Jenclosed Plates 3 and 4 mainly consists of basement excavations and the JVIN1E & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Wry • Escondido, California 92029 -1229 • Phone (760) 743 -1214 II JGEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 15 export operations. Attempts should be made to selectively stockpile the good quality sandy soils generated from the site excavations for reuse as site new fills and backfills mainly export marginal to lesser quality materials as directed in the field. The majority of the upper loose to soft soil cover and weathered Terrace Deposits within the basement areas will be removed as a part of basement excavations. Finish basement levels are expected to expose dense undisturbed sandstone Terrace Deposits throughout much of the excavations. However, medium dense to locally weathered and loose Terrace Deposits and perhaps marginal quality Del Mar Formation may also be encountered. In this case, weathered loose Terrace Deposits and /or Del Mar Formation materials along with the remainder portions of the basement bottom should be over- excavated to a minimum of 12 inches below the bottom of the deepest footing and reconstructed to design elevations with good quality sandy soils available from site excavations, placed and compacted as specified herein. Materials generated from the excavations of Del Mar Formation, if any, should be removed from the site as a part of project export operations. Bottom of basement over- excavations and reconstructions, if required and determined rj necessary by the project geotechnical consultant, should construct uniform J well- compacted bearing soils throughout eliminating cut -fill transitions as directed and approved in the field. Elsewhere at the site, upper loose soil mantle and weathered Terrace Deposits beneath the planned structures and improvements plus a minimum of 10 feet �j outside the perimeter, where possible and as approved in the field, should be J removed to the underlying dense and competent Terrace Deposits below the weathered zone and placed back as properly compacted fills. Actual removal depths should be established in the field by the project geotechnical engineer or his designated field representative. Based on available field explorations, however, typical removal depths are expected to be on the order of 4 to 5 feet 1 below the existing ground surfaces, or at least 2 feet below the bottom of J deepest footing (or 12 inches below the deepest utility), whichever is more. Locally deeper removals may also be necessary based on the actual field J exposures and should be anticipated. 4. Monitoring, Setbacks and Temporary Construction Slopes: Pre - construction conditions of the nearby improvements, buildings, structures and off -site properties within a distance of at least two times the planned excavation depths should be recorded prior to any excavation works and monitored during the constructions. Horizontal distances and elevations of monitoring points established at selected locations and on sensitive structures or improvements at distances less than 100 feet maximum should be periodically recorded on a V INTE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 n GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 16 Iweekly basis and at a major construction event such as shoring or excavation a bracing. Bench mark control point(s) should be established outside the influence of constructions and vibrations. Monitoring data should be used to modify the recommended protective shoring or baring system or establish new revised procedure, as necessary, and should be anticipated. Top of temporary slopes should maintain adequate set back from existing on n and off -site improvements and structures as approved and directed in the field. �J Undermining and/or damages to existing improvements, structures, underground utilities within public right -of -way or adjacent properties should be j 7 avoided. Face of temporary slopes should be protected from excessive run -off or rainfall, and stockpiling the excavated materials near the top of construction embankments are disallowed. Constructions should also be completed in a a timely manner, minimizing unsupported slope conditions for prolonged periods of time. 0 Temporary construction slopes may be constructed at near vertical gradients to a maximum of 3 feet unless otherwise specified or directed in the field. Construction slopes greater than 3 feet and less than 15 feet may be (� constructed at near vertical gradients within the lower 3 feet and laid back at 1:1 �J gradient maximum within the upper sections. The backfills should then be properly benched and tightly keyed into the temporary slope as the backfll j� placement progresses and as directed in the field by the project geotechnical ;J consultant. Vertical excavations and basement wall backcuts greater than 3 feet maximum �J should be provided with temporary shoring support as appropriate, unless otherwise noted or approved. Any continuous shoring technique which can allow safe and stable excavations, and protect adjacent properties and nearby structures and improvements such as driven sheet piles, drilled concrete or driven steel soldier piles with concrete or wood lagging may be considered. A qualified design /build shoring contractor should be consulted in this regard. il I J Protection of existing pipes, utilities, conduits, underground improvements and nearby structures located within the zone of influence of excavation is one of the most important factors in the shoring design and should be considered by the project design /build contractor. The shoring system stiffness and construction sequence should be designed and carried out to limit horizontal and vertical deflections within allowable tolerances. The project shoring design /build contractor should evaluate the structural capacity of existing pipes, utilities, conduits, underground improvements and nearby structures, and determine the allowable acceptable tolerances for his use in a given shoring system design. A shoring plan depicting the proposed procedures, materials VINJE & MIDDLETON ENGINEERING, INC. • 2,450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 U �J GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 17 and depths along with design calculation should be prepared and submitted by the contractor. Permits from the respective agencies may also be required for installing shoring system or bracing devices. f� Site temporary slope embankments and wall backcuts will require continuous f geotechnical observation during the construction. Additional recommendations including flatter construction slopes and the need for added temporary shoring r� or trench shield support should be given by the project geotechnical consultant J at that time as necessary, based on actual field exposures. The project contractor should also obtain appropriate excavation permits, as needed, and conform to the Cal -OSHA and local governing agencies' requirements for open cut and trenching excavations, and safety of the workmen during construction. Commencing site excavations may also require obtaining permits from the adjacent property owners or public agencies, if appropriate and applicable. 5. Fill Materials, Select Grading and Compaction: Soils generated from onsite soils are mostly expected to consist of sandy to silty sandy deposits. Marginal J quality plastic clayey soils (including Del Mar Formation) may also be encountered which should be selectively removed from the site as a part of export operations as specified Good quality sandy soils generated from the project excavations should then be neatly separated and stockpiled for reuse to achieve design grades and complete wall and trench backfills. J Project fills and wall backfills should be clean deposits free of vegetation, trash, debris, organic and deleterious matter as approved in the field by the project l geotechnical consultant or his designated representative. Uniform bearing soils J conditions should be constructed at the site by the remedial grading and earthwork operations. Site fills and backfills should be adequately processed, thoroughly mixed, moisture conditioned to slightly above (2 %) the optimum f moisture levels or as directed in the field, placed in thin (8 inches maximum) uniform horizontal lifts and mechanically compacted to a minimum of 90% of Jthe corresponding laboratory maximum dry density per ASTM D -1557, unless otherwise specified. 6. Wall Back Drainage System: A well- constructed back drainage system should be provided behind all project site and building basement retaining walls. The wall back drainage system should consist of a minimum 4 -inch diameter, Schedule 40 (SDR 35) perforated pipe surrounded with a minimum of 1.50 cubic feet per foot of /4- crushed rocks (12 inches wide by 18 inches J deep) installed at the depths of the wall foundation level and wrapped in filter fabric (Mirafi 140 -N). If Caltrans Class 2 permeable aggregate is used in lieu of the crushed rocks, the filter fabric can be deleted. The wall back drain J should be installed at suitable elevations to allow for adequate fall via a 4 -inch diameter non - perforated solid pipe (Schedule 40 or SDR 35) to an approved V IN1E & MIDDLETON ENGINEERING, INC. • 2450 Auro Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 I �J GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 18 outlet. All wall back drains and outlet locations should also be shown on the final grading or site plan. A typical wall back drain system is depicted on the ] enclosed Plate 10. Provide clean -out riser pipes as necessary and appropriate waterproofing as indicated on the pertinent project construction plans. In the event deeper storm drain boxes are not available at or in the vicinity of the project to allow for gravity outflow, a holding tank provided with a pump may be required to extract the collected water for basement walls. Alternatively, the project basement may be designed for hydrostatic and uplift pressures and effects of potential subsurface water on the subterranean basement eliminated by using special mean and methods. These may include the use of special concrete products such as "Hycrete ". r) 7. Surface Drainage and Erosion Control: A critical element to the continued stability of graded building pads and developments with subterranean construction is an adequate surface drainage control. Surface and storm water should not be allowed to impact the developed construction and improvement surfaces or penetrate into the underlying subgrade and backfill soils. This can most effectively be achieved by the installation of appropriate drainage control facilities. Building pad surface run -off should be collected and directed away from the planned buildings, basement walls, and improvements to a selected location in a controlled manner. Area drains should be installed. Surface water 1 should be directed away from the top of the site retaining walls. J Temporary erosion control facilities and silt fences should be installed during the construction phase periods and until landscaping is fully established as indicated and specified on the approved project grading /erosion plans. l 8. Engineering Observations: All grading operations including removals, J suitability of earth deposits used as compacted fill, and compaction procedures should be continuously observed and tested by the project geotechnical I consultant and presented in the final as- graded compaction report. The nature of finished subgrade soils should be confirmed in the final compaction report at the completion of grading Geotechnical engineering inspections should include but are not limited to the following: * Initial observation - After the gradingibrushing limits have been staked but before grading /brushing starts. * Bottom of over - excavation observation - After the bottom of excavation or competent Terrace deposits is exposed and prepared to receive fill, but before fill is placed. VINIE &. MIDDLETON ENGINEERING, INC. • 2450 Auto Paris Way • Escondido, California 920294229 • Phone (760) 7434214 E GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 19 I. Cut/excavation observation - After the excavation is started but before the vertical depth of excavation is more than 3 feet. Local and Cal -OSHA safety requirements for open excavations apply. Fill /backfill observation -After the fill /backfill placement is started but before the vertical height of fill /backfill exceeds 2 feet. A minimum of one test shall be required for each 100 lineal feet maximum in every 2 feet vertical gain, with the exception of wall backfills where a minimum of one test shall be required for each 30 lineal feet maximum. Wall backfills should also be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Finish rough and final pad grade tests shall be required regardless of fill thickness. n Foundation trench observation -After the foundation trench excavations but (� before steel placement. jj Foundation bearing /slab subgrade soils observation - Priorto the placement i J of concrete for proper moisture and specified compaction levels. (j Geotechnical foundation /slab steel observation - After the steel placement I�JJ is completed but before the scheduled concrete pour. `1 Underground utility /plumbing trench observation - After the trench ;J excavations but before placement of pipe bedding or installation of the underground facilities. Local and Cal -OSHA safety requirements for open excavations apply. Inspection of pipe bedding may also be required by the project geotechnical engineer. J ` Underground utility /plumbing trench backfill observation - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soils report if applicable. All trench backfills should be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Plumbing trenches more than 12 inches deep maximum under the interior floorslabs should also be mechanically compacted and tested fora minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method should not be allowed- Pave m enth rn p rovements base and subgrade observation - Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels. V INJE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 I J GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA (A.P.N. 261- 142 -19) PAGE 20 B. Foundations and Floor Slabs Project pad constructions are anticipated to expose very low expansive (expansion index less than 21) sandy to silty sand (SM /SP) soils within finish grades. The following recommendations are consistent with the anticipated foundation bearing soil materials and site specific geotechnical conditions. Additional recommendations may be required and should be given at the final plan review l J phase. All design recommendations should also be further confirmed and /or revised at the completion of remedial grading based on the expansion a characteristics of the foundation bearing soils and regraded site geotechnical conditions, and presented in the fine grading compaction report: 1. New buildings maybe supported on shallow stiff foundations with stem walls and slab -on -grade floors or slab -on- ground with turned -down footings. The shallow foundations should be uniformly supported on competent undisturbed Terrace (� Deposits or founded entirely on well- compacted fills as approved by the project iJ geotechnical consultant. 2. Continuous strip stem wall foundations and turned -down footings should be sized at least 15 inches wide and 18 inches deep for single and two -story structures, and 18 inches wide and 24 inches deep for three -story loading rj conditions. Spread pad footings should be at least 30 inches square and 18 �J inches deep. Specified depths are measured from the lowest adjacent ground surface, not including the sand /gravel layer beneath floor slabs. Exterior continuous foundations or turned -down footings should enclose the entire building perimeter. Continuous interior and exterior stem wall foundations should be reinforced with a minimum of four #4 reinforcing bars. Place 244 bars 3 inches above the bottom of the footings and 244 bars 3 inches below the top of the stem wall. `1 Turned -down footings should be reinforced with a minimum of 244 bars at the top and 244 bars at the bottom. Reinforcement details for spread pad footings should be provided by the project arch itect/structural engineer. 3. All interior slabs should be a minimum of 5 inches in thickness, reinforced with #4 reinforcing bars spaced 18 inches on center each way, placed mid - height in the slab. Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a well performing moisture barrier /vapor retardant (minimum 15 -mil plastic) placed mid - height in the sand. Provide "softcut" contraction /control joints consisting of sawcuts spaced 10 feet on centers each way for all interior slabs. Cut as soon as the slab will support the weight of the saw and operate without disturbing the final finish which is JVINJE & MIDDLETON ENGINEERING, INC. - 2450 Auto Park Way • Escondido. California 92029 -1229 • Phonc (760) 743 -1214 'j aGEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 21 normally within 2 hours after final finish at each control joint location or 150 psi D to 800 psi. The sawcuts should be a minimum of 1 -inch in depth but should not exceed 1Y,- inches deep maximum. Anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Provide re- entrant corner reinforcement for all interior slabs. Re- entrant corners will depend on slab geometry and/or interior column locations. The enclosed Plate 11 may be used as a general guideline. 4. Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and be approved by the project geotechnical consultant prior to the placement of steel reinforcement or concrete a pour. C. Exterior Concrete Slabs / Flatworks j J 1. Exterior slabs (walkways, patios) should be a minimum of 4 inches in thickness, reinforced with #3 bars at 18 inches on centers in both directions placed midheight in the slab. The subgrade soils should be recompacted to minimum 90% levels within the upper 6 inches during the fine grading efforts. I J Slab reinforcement laying on subgrade will be ineffective and soon corrode due to lack of adequate concrete cover. Slab reinforcements should also extend through the construction (cold) joints. In construction practices where the reinforcements are discontinued or cut at the construction joints, slab panels should be tied together with minimum 18 -inch long #3 dowels (dowel baskets) at 18 inches on center maximum placed mid - height in the slab (9 inches on either side of the joint). 3. Provide "tool joint" or "softcut" contraction /control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch but should not exceed 1'/< -inch deep maximum. In case of softcut joints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. 4. All exterior slab designs should be confirmed in the final as- graded compaction report. Revised recommendations may be necessary and should be given at that time. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 ICJ l_J GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA (A.P.N. 261 - 142 -19) PAGE 22 5. Subgrade soils should be tested for proper moisture and specified compaction levels and be approved by the project geotechnical consultant prior to the placement of concrete. DD. Soil Design Parameters The following soil design parameters are based on the tested representative samples of onsite (northwest lot, see Plate 3) earth deposits. All parameters should be re- evaluated when the characteristics of the final as- graded soils have been specifically determined: 1. Design soil wet unit weight = 121 pcf. 2. Design soil saturated unit weight = 127 pcf. 3. Unit weight of water = 62.4 pcf 4. Design hydrostatic uplift pressure = 756 psf, see Note h. 5. Design angle of internal friction = 30 degrees. a 6. Design static active soil pressure for retaining structures = 41 pcf (EFP), level backfill, cantilever, unrestrained walls. 7. Design at -rest soil pressure for retaining structures = 61 pcf (EFP), non - yielding, 1 restrained walls. l J 8. Design seismic (pseudo- static) lateral active soil pressure = 24 pcf (EFP), see Notes a & b. 9. Design passive soil resistance for retaining structures = 362 pcf (EFP), level surface on the toe side. 10. Design coefficient of friction for concrete on soils = 0.36. �1 11. Design net allowable foundation pressure (minimum 15 inches wide by 18 �J inches deep footings) = 2000 psf, see Note f. 12. Allowable lateral bearing pressure (all structures except retaining walls) = 200 LJ psf /ft. Notes: a) Seismic lateral loading should be considered, where required by the applicable codes (CBC) and design standards. Additional lateral loads due to seismic increment of earth pressure should be considered for buildings with greater than 6 -feet soil differential on each side (CBC 1614A.1.6) and retaining walls 12 feet and taller (CBC 1806A.1) unless otherwise approved orwaived bythe governing building officials. b) The indicated design seismic active soil pressures were determined based on the Mononobe -Okabe solution and 65% of the design peak ground acceleration and pertinent design assumptions, and should be considered acting at 0.6H (H is the wall height) above the base of the wall. The seismic lateral active soil IVINJE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 ILI U GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 23 pressures should be considered in addition to the design static lateral active and at -rest soil pressures for both unrestrained yielding and restrained non - yielding walls. h) Hydrostatic uplift pressure is not considered a factor in subterranean basement designs with the measured and historic groundwater levels at least 10 feet below the basement pad grade. E. Asphalt And PCC Pavement Desian Specific pavement designs can best be provided at the completion of rough grading based on R -value tests of the actual finish subgrade soils; however, the following structural sections may be considered for initial planning phase cost estimating purposes only (not for construction): 1. A minimum section of 4 inches asphalt on 6 inches Caltrans Class 2 aggregate base, or the minimum section required by the City of Encinitas, whichever is more, may be considered for the onsite asphalt paving surfaces outside the private and public right -of -way. Actual design will also depend on the design TI l and the approval of the City of Encinitas. VINJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 c) Added lateral pressures caused by nearby foundations, improvements and surcharge loading including vehicular loads should be considered by the project structural engineer as appropriate and applicable. d) Use a minimum safety factor of 1.5 for wall over - turning and sliding stability. However, because large movements must take place before maximum passive Q resistance can be developed, a safety factor of 2 may be considered for sliding stabilitywhere sensitive structures and improvements are planned nearoron top of retaining walls. When U e) combining passive pressure and frictional resistance, the passive component should be reduced by one - third. LI f) The net allowable foundation pressures provided herein were determined based on the specified foundation depths and widths. The indicated values may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 5500 psf, if needed. The allowable foundation pressures provided herein also applies to dead plus live loads and may be !� E J increased by one -third for wind and seismic loading. g) The allowable lateral bearing earth pressures may be increased by the amount Il of the designated value for each additional foot of depth to a maximum of 1500 J pounds per square foot. h) Hydrostatic uplift pressure is not considered a factor in subterranean basement designs with the measured and historic groundwater levels at least 10 feet below the basement pad grade. E. Asphalt And PCC Pavement Desian Specific pavement designs can best be provided at the completion of rough grading based on R -value tests of the actual finish subgrade soils; however, the following structural sections may be considered for initial planning phase cost estimating purposes only (not for construction): 1. A minimum section of 4 inches asphalt on 6 inches Caltrans Class 2 aggregate base, or the minimum section required by the City of Encinitas, whichever is more, may be considered for the onsite asphalt paving surfaces outside the private and public right -of -way. Actual design will also depend on the design TI l and the approval of the City of Encinitas. VINJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 I (j GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 24 U -- Base materials should be compacted to a minimum 95% of the corresponding maximum dry density (ASTM D- 1557). Subgrade soils beneath the asphalt paving surfaces should be compacted to a minimum 95% of the corresponding maximum dry density within the upper 12 inches. 2. PCC drive aisle and parking supported on very low expansive (expansion index less than 21) subgrade soils should be a minimum of 5'/] inches in thickness, reinforced with #3 reinforcing bars at 18 inches on center each way, placed 2 inches below the top of slab. Subgrade soils beneath the PCC driveways and parking should be recompacted to a minimum 90% of the corresponding maximum dry density during the fine grading efforts. I Slab reinforcement incorrectly placed or laying on subgrade will be ineffective and soon corrode due to lack of adequate concrete cover. Slab reinforcements should also extend through the construction (cold) joints. In construction practices where the reinforcements are discontinued or cut at the construction [ joints, slab panels should be tied togetherwith minimum 18 -inch long #3 dowels LJ (dowel baskets) at 18 inches on centers placed mid - height in the slab (9 inches on either side of the joint). In order to enhance performance, tying of the slab panels to the adjacent curbs, where they occur, with #3 dowels at 18 inches on centers may also be considered. Provide "tooljoint" or " softcut" contraction /control joints spaced 10 feet on center (not to exceed 15 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as the slab will support the weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch in depth but should not exceed 1'/4- inches deep maximum. In case of softcut joints, anti - ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Joints shall intersect free edges at a 900 angle and shall extend straight for a minimum of 1' /z feet from the edge. The minimum angle between any two intersecting joints shall be 80 °. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft. /gal.) Base and subgrade soils should be tested for proper moisture and specified compaction levels, and be approved by the project geotechnical consultant prior to the placement of the base or asphalt / PCC finish surface. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 I J GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 25 7 4. Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right -of -way should have 12 inches subgrade compacted to Q minimum 95% compaction levels, and provided with a 95% compacted Class 2 base section per structural section design. n Base section under curb and gutters should be compacted to a minimum 95 %, while subgrade soils under curb and gutters, and base and subgrade under sidewalks should also be compacted to minimum 90% compaction levels. Base section may not be required under curb and gutters, and sidewalks in the case of very low expansive subgrade soils (expansion index less than 21), if approved. Appropriate recommendations should be given in the final as- graded fl compaction report. F. General Recommendations 1. The minimum foundation design and steel reinforcement provided herein are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerations. 2. Adequate staking and grading control is a critical factor in properly completing !1 the recommended remedial and site grading operations. Grading control and J staking should be provided by the project grading contractor or surveyor /civil engineer, and is beyond the geotechnical engineering services. Staking should apply the required setbacks shown on the approved plans and conform to setback requirements established by the governing agencies and applicable codes for off -site private and public properties, nearby structures and improvements, leach fields and septic systems, and graded embankments. Inadequate staking and /or lack of grading control may result in unnecessary additional grading which will increase construction costs. 3. Open or backfilled trenches parallel with a footing shall not be below a projected plane having a downward slope of 1 -unit vertical to 2 units horizontal (50 %) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches from the face of such footing. 4. Where pipes cross under - footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement, but not less than 1 -inch all around the pipe. 5. Foundations where the surface of the ground slopes more than 1 unit vertical in 10 units horizontal (10% slope) shall be level or shall be stepped so that both top 1 VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 .J j GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 26 and bottom of such foundations are level. Individual steps in continuous footings 7 shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed 1 unit vertical to 2 units horizontal (50 %) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. 6. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining /basement walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface as shown on the enclosed Plate 10. Planting large trees behind site building /basement retaining walls should be avoided. 7. All underground utility and plumbing trenches should be mechanically 1 compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non - expansive, granular backfill soils should be used. Trench backfill materials and compaction beneath pavements within the public right -of -way shall conform to the requirements of governing agencies. J 8. Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvements, and fine grading phases not to disruptthe designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. Subterranean wall back drains should be J provided as specified and their proper functioning periodically confirmed. Planter areas adjacent to basement walls and building foundations should be provided with impermeable liners and added subdrain, if appropriate. 9. Final plans should reflect preliminary recommendations given in this report. J Final foundations and grading plans should also be provided to the project geotechnical consultant for review and comments. Geotechnical review comments should then be summarized in an Update Geotechnical Plan Review Report which will also provide added or more specific recommendations as necessary. 10. All foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project Jgeotechnical consultant. I 11. The amount of shrinkage and related cracks that occur in the concrete slab -on- grades, flatworks and driveways depend on many factors the most important of VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 920294229 • Phone (760) 743 -1214 L'1 J GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 27 iJ which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be aconsidered: ` Use the stiffest mix that can be handled and consolidated satisfactorily. Use the largest maximum size of aggregate that is practical. For example, concrete made with % -inch maximum size aggregate usually require about 40 -lbs. more (nearly 5 -gal.) water per cubic yard than concrete with 1 -inch aggregate. J" Cure the concrete as long as practical The amount of slab reinforcement provided for conventional slab -on -grade (j construction considers that good quality concrete materials, proportioning, j� craftsmanship, and control tests, where appropriate and applicable, are provided. 12. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector as well as the grading contractor/builder is recommended in order to discuss grading and construction details associated with site development. IX. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. j Of necessity, we must assume a certain degree of continuity between exploratory excavations and /or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner /developer to ensure that these recommendations are carried out in the field. VINJE 8'. MIDDUTGN ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 ILI GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA (A.P.N. 261 - 142 -19) PAGE 28 It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on -site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window /door corners, and n floor surface cracks up to I/a -inch wide in 20 feet may develop as a result of normal u concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, r� this report must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project architect/structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and 1 subcontractors carry out such recommendations during construction. f The project geotechnical engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. The project geotechnical engineer should also be provided the opportunity to verify the foundations prior to the placing of concrete. If the project geotechnical engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #10 -147 -P (A) will help to expedite our response to your inquiries. ViNIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 97029 -1229 • Phone (760) 743 -I2I4 a ll I J GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 29 We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. I Distribution: Addressee (5) Morumaras and Sadmpa lnnl De W, O.rnall,Wy Fsw3a epodsll0tat0- 14?-P(A) CHEREWICK- VACANT LOT. w d VINE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Way a Pscondido, California 92029 -1229 a Phone (760) 743 42I4 k�JtiN JAY 4f,! Steven J. Melzer i +� No. 2382 CEG #2362 * CERTIFIED ENGINEERING GEOLOGIST m �N Exp.J3l -N �OFCAL�O MS:SM:hh I Distribution: Addressee (5) Morumaras and Sadmpa lnnl De W, O.rnall,Wy Fsw3a epodsll0tat0- 14?-P(A) CHEREWICK- VACANT LOT. w d VINE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Way a Pscondido, California 92029 -1229 a Phone (760) 743 42I4 I 7 lJ I I U U U I N I J J U I REFERENCES - Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.08: Soil And Rock (1) D 420 - D 5611, 2005. - Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.09: Soil And Rock (II), D 5714 - Latest, 2005. Highway Design Manual, Caltrans. Fifth Edition- - Corrosion Guidelines, Caltrans, Version 1.0, September 2003. - California Building Code, Volumes 1 & 2, International Code Council, 2007. - "Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2003 Edition. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, DMG Special Publication 117, 71 p. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines for Preparing Engineering Geology Reports: DMG Note 44. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines to Geologic and Seismic Reports: DMG Note 42. - EQFAULT, Ver. 3.00, 1997, Deterministic Estimation of Peak Acceleration from Digitized Faults, Computer Program, T. Blake Computer Services And Software. - EQSEARCH, Ver 3.00, 1997, Estimation of Peak Acceleration from California Earthquake Catalogs, Computer Program, T. Blake Computer Services And Software. - Tan S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate(s) 1 and 2, Open File -Report 96-02, California Division of Mines and Geology, 1:24,000. - "Proceeding of The NCEER Workshop on Evaluation of Liquefaction Resistance Soils," Edited by T. Leslie Youd And Izzat M. Idriss, Technical Report NCEER -97 -0022, Dated December 31, 1997. - "Recommended Procedures For Implementation of DMG Special Publication 117 Guidelines ForAnalyzing And Mitigation Liquefaction In California," Southern California Earthquake center; USC, March 1999. - "Soil Mechanics," Naval Facilities Engineering Command, DM 7.01. - "Foundations & Earth Structures," Naval Facilities Engineering Command, DM 7.02. - "Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs. - "Introductory Soil Mechanics And Foundations: Geotechnical Engineering," George F. Sowers, Fourth Edition. - "Foundation Analysis And Design," Joseph E. Bowels. - Caterpillar Performance Handbook, Edition 29, 1998. - Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. - Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. - Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. - Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. - Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. Caterpillar Performance Handbook, Edition 29, 1998. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auro Park Way • Euondido, California 92029 -I229 • Phone (760) 743 -1214 LL I REFERENCES (continued) - Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. - Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. - Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. - Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Q Division of Mines and Geology, 1:24,000. Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. Q An Engineering Manual For Slope Stability Studies," J.M. Duncan, A.L. BuchignaniAnd Marius De Wet, Virginia Polytechnic Institute And State University, March 1987. - "Procedure To Evaluate Earthquake - Induced Settlements In Dry Sandy Soils," Daniel Pradel, ASCE Journal Of Geotechnical & Geoenvironmental Engineering, Volume 124, #4, 1998. "Minimum Design Loads For Buildings And Other Structures," ASCE 7 -05, American Society of Civil Engineers. U I IJ I J J I V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 Jn� I SHE o e �J {I / EAHIMG BF0. �j� 111---111 / IXISTING yP � I / E%L9® WR pp�� F•� 22�5G5 11 xB,11W BYflF >ey F WATERWE M ILII i I i �•••'„R r ,) 10-147 -P (B) 1D-1 •� —vuvE ua ♦ iywRL. ` ,ems, \ECISTNC SEWER wdAwlEm 1'� / ':� \111 , ': '` `iJ \ ��. < I '• PEa of SnR.oler EL wv RY Ea MbPEP RFCMD PF.E. M.W F%IBTBp .IB n \ \} -5 lai •� Bgry �d4 `F (iR�. YETE0.' `. ^' \ .`' ODIC IIIMI! sasax�► • :. 1� E%PIWJRTON APFROxIM'N OF BEWEa C.O. `\ py na1j10 W1 APMI)x MV�e1.B] P] Y Hs Ng Teel PR �� 1•..^a <1 \ FsueNBr Teat PB cNUS.cuoB ; oVpL",c Surveyy Lakewood Living Ties G neTwuCI x �� ,x p.TOIIS 9]Wl .\ \ NRpI�YyMWf4 WF1T'e Je�Y r4 OyMwPIYelvw PLATE 2 iA ' 7 VBM JOB 110.147 -P oleA C - Dale A. . Greeree ne r19r��w 1l1x14Y11fIWO�Y� �� dui Rr RIMMO�M6Nt 7AiY'�PwfYR1�.Yr1�1� \u'✓v b wrx e rPON�uMYMiY1f�NM1OlwM W9 TNto�v�s VEOETAZ SCALE V;; lOVOEiDMN 1cn m x 9u txweo 00l Ir -J a4Ve8tlpf urelm rrwar +ouafrsxanln 01191E DATA �hrrr Excavator Tay Pa Hand -Dug Teat Pit SCALE 1'= 20' sa PLATE 3 V&M JOB 010-1 47 -P W w 1wn °wr.�w � I !YI'l1IrR � I 1swl�aw 1R� vW f >Mrw �mra� wl�rnap as ra�.ausm TUFBL= N FLOW. Ir -J a4Ve8tlpf urelm rrwar +ouafrsxanln 01191E DATA �hrrr Excavator Tay Pa Hand -Dug Teat Pit SCALE 1'= 20' sa PLATE 3 V&M JOB 010-1 47 -P W vliMAP , null I C D E M r /* % *1 XIS ROVE O �1 GIRDIFF CM&TTAJ DR @@ ,� W_RYICK 'l- µ WD BEY � � � DR 2 Y!i� ��i� g1 +gSEfFIE1D f — HILL EXIIM'YE 2 J AY YAl AV q $ CT !p� MY �b Asa ~q env BINE6>1IYE AV 8 LN AW 0 1Y / ti `` Rai1MM _ ELIJO� _ •.�f0°' \`� D 1200 DR STA 1 6EYl at PE u OR '�y OR W Ti L f cc dy �� _II �.i o ;91 "A p {a' '''� { IoK �, 7000 DR r J q 1pp�r Cr 4 _. on K1 6 \ r i.� �ZO _ 00� J S E 5 5 s . x +° \PAm - 900 1800. S rc� \2'" ft ■ ©2006 Thomas Bros. Mapsnu Menu a zo MIM7NIItlD cT 1 , C D F 167 Kilkenny Drive PLATE 1 Encinitas, Ca. 92007 V &M JOB 010 -147 —P (A) APN 261 - 142 -19 M LIN ou'll. 0 11 TAI i i _________________________- 4 FAST 9iVAsi10N w �1 1Vf5T!TATION IP�RZOO]F�IIL� E=IP�L /A1N1 no lI i `_� f D m ige .= , ,l II PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS 4- 10 MEDIUM DENSE 10 30 SYMBOL 30.50 ("I —� a GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel -sand mixtures, little or no fines. IL1I J ¢ 0 MORE THAN HALF (LESS THAN GP a a OF COARSE 5 %FINEST Poorly graded gravels or gravel -send mixtures, little or no fines. 2 O p u- Z w FRACTION IS GRAVEL GM Silty gravels, gravel-slit matures, non - plastic tines. w O ZZ N G2 rn LARGER THAN NO. 4 SIEVE WITH GC Clayey FINES gravels, gavel- sand -clay mlMures, plastic fines. _ w SANDS SANDS SW Well graded sands, gravelly sands, little or no fines . m a W m MORE THAN HALF (LESS THAN SP iE cc OF COARSE 5% FINEST Poorly graded sends or gravelly sands, Illfle or no fines. 0 w ¢ FRACTION IS SANDS SM Silty sends, sand411: mixtures, non - plastic fines. n — O SMALLER THAN WITH iLII f NO. 4 SIEVE FINES SC Clayey sands, sand -clay mixtures, plastic fines. a ¢ N ML — Inorganic aHts and very fine sands, rock flour, silty or clayey fine 0 J u1 SILTS AND CLAYS sands or clayey silts with slight plasticity. ff--11 I l O) _i a > LIQUID LIMIT IS CL Inorganic clays of low to medium plasticfty, gravelly clays, sandy J o i 0) m LESS THAN 50% clays, silty clays, lean clays. OL Organic silts and organic silty clays of low plasticity. Z dz Co 0 SILTS AND CLAYS H ¢ a p MH Inorganic silts, micaceous or diatomaceous fine sandy or silty w soils, elastic slits. W Z 0 Q Z v_ i LIQUID LIMIT IS CH Inorganic clays of high plasticity, tat clays. M = GREATER THAN 50% OH Organic days of medium to high plasticity, organlc sills. F- HIGH LY ORGANIC SOILS PT Peat and other highly organic soils. GRAIN'SIZES U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" SILTS AND CLAYS SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE 0 I RELATIVE DENSITY ANDS, GRAVELS AND NON - PLASTIC SILTS BLOWS/FOOT VERY LOOSE 0-4 LOOSE 4- 10 MEDIUM DENSE 10 30 DENSE 30.50 VERY DENSE OVER 50 CONSISTENCY CLAYS AND PLASTIC SILTS STRENGTH BLOWS /FOOT VERY SOFT 0 - ' / . 0 - 2 SOFT V. 2 -4 FIRM A -1 4 -8 STIFF 1-2 8- 1 6 VERY STIFF 2 - 4 16 . 32 HARD OVER 4 OVER 32 1. Blow count, 140 pound hammer falling 30 Inches on 2 Inch O.D. split spoon sampler (ASTM D -1566) 2. Unconfined compressive strength per SOILTEST pocket penetrometer CL -700 Sand Cone Test ■ Bulk Sample e246 ` Standard Penetration Test (SPT) (ASTM D -1586) with blow counts per 6 inches ❑ Chunk Sample Q Driven Rings m246 = California Sampler with blow counts per 6 inches VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029 -12-29 KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D- 2487) PROJECT NO. KEY �1 11 C I I C G 0 I Q I 0 u I 11 U I J 0 I I J 0 I 11 D I U j I �i LJ J IF 0 I m C�G°30G8 -G MTM FORMA 7fBONAL ROCK PN SED TW STORY FESY`fMCE w9A9EyEM1 I A o.o,A.. 61) 60 50 TERRACE E 6JS tl Y 50 EmM. rh I M ftm }W TONY �L \ is I �mwcr rxr NT I _Friirnnaon ! AL MYEWAY -TERRACE DEpow SCALE: 1'= 20 no PLATE 8 V&M JOB 110-1 47-P W -L7 0 11 D J FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION 30 20 10 0 30 MILES INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900 -1974) Map data is compiled from various sources including California Devision of Mines and Geology, California Institute of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." 1978 JMAGNITUDE 167 KILKENNY DRIVE ENCINITAS, CA. ■1 I . ............. 4.0 TO 4.9 O .........._ 5.0 TO 5.9 O .......... 6.0 To 6.9 Fain PLATE 9 V &M JOB #10 -147 —P VtNis & MMOL6TGN ENGn4Wj c,. ING • 2450 Auto Pads Way+ Escondido, Glifutnit 92029 -1229 • Pkmr (760) 743 -I2I4 a a RETAINING WALL DRAIN DETAIL Typical - no scale drains a —► Granular, non-exponsive,• backfill. Compacted/ Waterproofing r, Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material Perforated drain pipe " (see specifications below) Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: 1. Provide granular, non-expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. I Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to sultable oulet at minimum 1 %. Provide %' - 1%' crushed gravel filter wrapped in fitter fabric (Mirafi 140N or equivalent). Delete filterfamc wrap if Cattrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Seal back of wall wth waterproofing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flaw away from wall is recommended. ` Use 1% cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE 10 L N1 J ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT Typical - no scale (a) (b) ISOLATION JOINTS CONTRACTION JOINTS (C) RE- ENTRANT CORNER CRACK 111 li�j� RE- ENTRANT CORNER -+ REINFORCEMENT +� / NO.4 BARS PLACED 1,5' r BELOW TOP OF SLAB \ \ �0 NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the comers of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). 2. In order to control cracking at the re- entrant corners (t2700 comers), provide reinforcement as shown in (c). 3. Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and /or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 11 TRIGNY LIVING TRUST Mr. Ruben Macabitas Subdivision Engineering City of Encinitas 505 S. Vulcan Ave. Encinitas, CA 92024 POST OFFICE BOX 12648 MILL CREEK, WA 98082 March 25, 2011 RE: Grading Permit request 10750 -G; planning Case 10 -120 CDP /BA Address: 165 Kilkenny Dr. Cardiff, CA 92007 Hand Delivered Dear Ruben, With regards to Grading Permit request 10750 -G, Trigny Living Trust, Owner, attached is the original signed document regarding permission of a 5' Temporary Construction Easement. Please note the signers include both Property Owners of adjacent lots located directly to the East of Trigny Living Trust property located at 165 Kilkenny Dr. Please add this document to the Grading Permit request file 10750 -G.� Than your r✓ Rand f, Cherewick Owner's Agent Q P.O. BOX 12648 MILL CREEK, WA 98082 PHONE /FAX (425)481-7949 STMICHEL @EMAIL.MSN.COM City of Encinitas Engineering Services Department 505 S. Vulcan Encinitas. CA 92024 RE Letter of Permission to enter and to import in conjunction with o Grading Permit I 0 7SG — @ �5� ' ( I ` fA^ Street ad S the owner(s) of: Assessor's Parcel Np 2- -14 - oD L 6 1y2 /,r >D b Address: _ L 14 . Encinitas, CA 92024 This agreement is structured to allow for the import of clean fill at the above property for which there is the above active grading permit. A haul route is to accompany this document prior to fill being placed o 7 �z I further hereby agree to hol the City of Encinitas free and clear of any and all liability for damages or claims resulting from work by the contractors pursuant to the aforementioned emoval and placement of dirt. �t 0 Ac►' vtrMrblort -ra- Jr -A&A, 4Cw�� -ve/� S� cc( A,.;. 2-6/71 + 26 /- /�tL - /Y�v Xr f) �� By � � Owner O /41C Q�1 f Date -3 2 5��1 By �Owner Dateh Z,aKW � UW" T"J i t Tn-11 t—Y LZ l& sT -4FzJF I&JIM0 � Z� �-° 2 Rxp -t �e s�or�A .�r.. or TN c�- r )Ri3Titts �--. 6 if 1 - GEOTECHNICAL SOILS REPORT Trigny Living Trust APN 261- 142 -19 Geotechnical Investigation Proposed Single - Family Residential Development Kilkenny Drive, Encinitas (A.P.N. 261 - 142 -19) July 29, 2010 DEC 2 3 2C1C Prepared For: Trigny Living Trust P.O. Box 12648 Mill Creek, Washington 98082 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, California 92029 Job #10 -147 -P (A) Job #10 -147 -P (A) July 29, 2010 Trigny Living Trust P.O. Box 12648 Mill Creek, Washington 98082 FNTr= TNTt~FD TTAT(= 2450 Auto Park Way Escondido, California 92029 -1229 Phone (760) 743 -1214 Faa(760)739 -0343 GEOTECHNICAL INVESTIGATION, PROPOSED SINGLE - FAMILY RESIDENTIAL DEVELOPMENT, KILKENNY DRIVE, ENCINITAS (A.P.N. 261 - 142 -19) Pursuant to your request, Vinje and Middleton Engineering, Inc. has completed the attached Geotechnical Investigation Report for the above - referenced property. The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations for the proposed development as understood. From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the planned single - family residential development provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided in this study are consistent with the site indicated geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #10 -147 -P (A) will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON 1i S. Shariat 85 IVlN EX No. 2 1510 TABLE OF CONTENTS PAGE NO. I. INTRODUCTION ................. ............................... 1 II. SITE DESCRIPTION .............. ............................... 1 III. PROPOSED DEVELOPMENT ...... ............................... 2 IV. SITE INVESTIGATION ............ ............................... 2 V. GEOTECHNICAL CONDITIONS ..... ............................... 2 A. Earth Materials ............ ............................... 2 B. Groundwater and Surface Drainage .......................... 3 C. Slope Stability ............. ............................... 3 D. Faults /Seismicity ........... ............................... 4 E. Seismic Ground Motion Values .............................. 5 F. Geologic Hazards .......... ............................... 6 G. Field and Laboratory Tests and Test Results ................... 6 VI. SITE CORROSION ASSESSMENT . ............................... 10 VII. CONCLUSIONS ................. ............................... 11 VIII. RECOMMENDATIONS ........... ............................... 13 A. Remedial Grading and Earthworks .......................... 13 B. Foundations and Floor Slabs ............................... 20 C. Exterior Concrete Slabs / Flatworks ......................... 21 D. Soil Design Parameters .... ............................... 22 E. Asphalt and PCC Pavement Design ......................... 23 F. General Recommendations . ............................... 25 IX. LIMITATIONS .................. ............................... 27 REFERENCES TABLE NO. FaultZone ........................... ............................... 1 Seismic Ground Motion Values .......... ............................... 2 SoilType ............................ ............................... 3 Maximum Dry Density and Optimum Moisture Content ..................... 4 TABLE OF CONTENTS (continued) PAGE NO. Liquid Limit, Plastic Limit and Plasticity Index ............................ 5 Moisture - Density Tests (Undisturbed Chunk Samples) ..................... 6 Expansion Index Test .................. ............................... 7 Direct Shear Test ..................... ............................... 8 pH and Resistivity Test ................ ............................... 9 SulfateTest ......................... ............................... 10 Chloride Test ........................ ............................... 11 Years to Perforation of Steel Culverts ... ............................... 12 PLATE NO. VicinityMap .......................... ............................... 1 SitePlan ............................ ............................... 2 GradingPlan ......................... ............................... 3 ProfilePlan .......................... ............................... 4 Test Pit Logs (with key) .................. ............................5 -7 Cross Section ........................ ............................... 8 Fault- Epicenter Map ................... ............................... 9 Typical Retaining Wall Drain Detail ...... ............................... 10 Isolation Joints and Re- entrant Corner Reinforcement .................... 11 GEOTECHNICAL INVESTIGATION PROPOSED SINGLE - FAMILY RESIDENTIAL DEVELOPMENT KILKENNY DRIVE, ENCINITAS, CALIFORNIA (A.P.N. 261 - 142 -19) I. INTRODUCTION The project site investigated herein consists of northwesterly portions of a developed residential property located at the above referenced address. The site location is shown on a Vicinity Map attached to this report as Plate 1. We understand that the existing property will be split into two separate individual lots for the support of future single - family residential dwellings with the associated structures and improvements. The larger property and approximate location of the proposed property line separating the new northwestern and southeastern lots designated herein as 10 -147 -P (A) and 10 -147 -P (B) are depicted on the enclosed Site Plan, Plate 2. The focus if this report, 10 -147 -P (A), is limited to the northwestern portions of the property as depicted on a preliminary Grading Plan attached with this report as Plate 3. Field explorations and sampling were completed for the entire property comprising both portions at the same time. However, a separate geotechnical report, 10 -147 -P (B), will be issued for the new southeastern lot when development plans for those areas become available. Data generated during our field investigation and laboratory testing over the entire property are used for completing our analysis and common values and design parameters are presented in both reports where appropriate and as applicable. The purpose of our investigation was to determine soil and geotechnical conditions beneath the project property and to ascertain their influence upon the proposed development, as understood. Test pit digging, soil sampling, laboratory testing, and engineering were among the activities conducted in conjunction with this effort which has resulted in the grading and foundation recommendations for the planned northwestern lot, 10 -147 -P (A). II. SITE DESCRIPTION A Site Plan reproduced from a Topographic Survey Map prepared by TerraData AZ, depicting existing site conditions is attached herein as Plate 2. As shown , the project northwestern portions of the property consist of slightly modified terrain that includes an asphalt driveway and landscaping improvements. An existing dwelling is located beyond the property line on the future adjacent southeastern lot, 10 -147 -P (B). Topographically, the project northwestern lot, 10 -147 -P (A), slopes very gently in a southwesterly direction to the adjacent southeastern property with less than 2 feet of vertical relief. Residential dwellings neighbor the site to the southwest and northeast. An existing free standing wall also marks the property along the southwest. Kilkenny Drive bounds the property to the northwest. VINIE ✓iL MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 2 Site drainage over the project portions of the property flows in a southeasterly direction to the proposed adjacent lot. Excessive scouring or erosion is not in evidence. III. PROPOSED DEVELOPMENT A preliminary Grading Plan showing the planned development is reproduced and is included herein as Plate 3. Profiles of the planned structure are also included as Plate 4. As shown on Plate 3, the study site is proposed for the support of a single - family residential dwelling that will include a basement and associated improvements. Major grade alterations or the creation of large graded slopes are not anticipated in connection with the development of the project new northwestern lot. Final pad grades are expected at or very near existing elevations. However, excavations on the order of 10 feet will be required to develop the lower basement level partially underneath the proposed dwelling. Associated improvements will consist of site paving and underground utilities. Access to the site will occur from Kilkenny Drive to the northwest. Detailed construction plans are not available. However, the use of lower masonry block basement type retaining walls and upper conventional wood -frame with exterior stucco buildings supported on shallow stiff foundations with stem walls and slab -on -grade floors, or slab -on- ground with turn -down footings is anticipated for this study. IV. SITE INVESTIGATION Subsurface conditions at the property were chiefly determined by the excavation of three exploratory hand -dug test pits and two test pits excavated with a limited- access Bobcat excavator. All the excavations were logged by our project geologist who also retained representative soil and rock samples at selected locations and intervals for subsequent laboratory testing. Test pit locations are shown on the attached Plates 2 and 3. Logs of the excavations are included as Plates 5 -7. Laboratory test results and engineering properties of selected samples are summarized in the following sections. V. GEOTECHNICAL CONDITIONS The project site is underlain at shallow depths by Pleistocene age Terrace Deposit formational rocks. Eocene sedimentary rock units, more commonly designated as the Delmar Formation, were also exposed on an embankment that marks the south margins of the existing larger property. Instability which could preclude the planned residential development is not in evidence. Cross - Sections depicting subsurface conditions based on our test excavations are included as Plate 8. A. Earth Materials Terrace Deposit: The project northwestern lot is underlain at shallow depths by natural Terrace Deposits which are widespread in local coastal areas of Encinitas. VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 920294229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 3 As exposed in our test excavations, site Terrace Deposits consist of red brown fine grained sandstone with a trace of clay. The Terrace Deposits were found in moist and loose to weathered conditions near surface exposures becoming blocky and dense at modest depths. The underlying Terrace Deposits below the upper weathered zone are considered suitably dense and will provide adequate support for new structures and improvements. Site Terrace deposits are mostly none to very low expansive. Formational Rock: Eocene age formational rock units, more commonly designated as the Delmar Formation, were exposed at shallow depths in a hand -dug test pit on the nearby slope that marks the southerly property margin for the southeastern lot (not a part of this report). The Del Mar formational rocks are also expected to be present at an unknown depth beneath the project northwest lot and may be exposed in the basement excavations. However, based on our test excavations, Terrace Deposits extend to the depths of 11'112 feet below the existing grades at the explored locations. Actual conditions should be established by the project geotechnical consultant at the time of basement excavations. Nearby Del Mar formation chiefly consist of dark - colored siltstone /claystone deposits that were found in a weathered "popcorn" condition. The Del Mar Formation is also potentially expansive. Fill /Topsoil: A thin layer of undifferentiated fill and topsoil, on the order of 2 feet thick, mantle the project site. The surficial soil consists of silty sand that was found in slightly moist and very loose conditions overall. Site surficial soils and upper loose and weathered Terrace Deposits are not suitable for the support of proposed structures and improvements in their present condition and should be regraded as specified herein. B. Groundwater and Surface Drainage Groundwater conditions were not encountered during this investigation to the depths explored and are not expected to impact the proposed residential development as currently understood. However, the control of surface run -off and storm water is critical to the stability of the planned graded building pad. Surface water should not be allowed to pond on pad surfaces and over - watering of site vegetation should be disallowed. Basement walls should be provided with adequate waterproofing and drainage systems as outlined in a following section. C. Slope Stability Significant slopes are not present nor are any planned in connection with the proposed development. Consequently, slope stability is not a major geotechnical concern at the project site. Temporary construction slopes required in connection VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 4 with achieving basement grades should adhere to our recommendations provided in a following section. D. Faults /Seismicity Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone, however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40 -year period (1934- 1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 1.7 miles from the project area. This event, which is thought to have occurred along an offshore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.284g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQFUALT VERSION 3.00 updated) typically associated with the fault is also tabulated. 1r_u3r:9 FAULT ZONE DISTANCE FROM SITE MAXIMUM PROBABLE ACCELERATION (R H.) Rose Canyon Fault 2 4 miles 0 325g Coronado Bank Fault 17 0 miles 0.217g Newport- Inglewood Fault 13 1 miles 0.202g Elsinore - Julian Fault 29 2 miles 0.123 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 9. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 5 More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists, however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. More recent work suggests that segments of the fault are younger having been last active 1000 - 2000 years ago. Consequently, the fault has been classified as active and included within an Alquist - Priolo Special Studies Zone established by the State of California. Fault zones tabulated in the preceding table are considered most likely to impactthe region of the study site during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. E. Seismic Ground Motion Values For design purposes, site - specific seismic ground motion values were determined as part of this investigation in accordance with the California Building Code (CBC). The following parameters are consistent with the indicated project seismic VINJE &, MIDDLETON ENGINEERING, INC. • 2450 Aum Park Way • Escondido, California 92029.1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 6 environment and our experience with similar earth deposits in the vicinity of the project site, and may be utilized for project design work: TABLE 2 Site Class Ss I Si I Fa I Fv I SMS I SMt L Sus I SD1 I D 1.415 0 537 10 1 5 1 415 0 806 0.944 0.537 According to Chapter 16, Section 1613 of the 2007 California Building Cade. Explanation: Ss: Mapped MCE. 5% damped, spectral response acceleration parameter at short periods. Si: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1- second. Fa: Site coefficient for mapped spectral response acceleration at short periods Fv: Site coefficient for mapped spectral response acceleration at 1- second period. SMs: The MCE 5% damped, spectral response acceleration at short periods adjusted for site class effects (.SMS= FaSs). SM1: The MCE, 5% damped, spectral response acceleration at a period of 1- second adjusted for site class effects (SM1= FvS1). SDs: Design, 5% damped, spectral response acceleration parameter at short periods (SDs= 2/3SMS). SD1: Design, 5 %damped, spectral response acceleration parameter at a period of 1- second (SD1= 2/3SM1). Site peak ground accelerations (PGA) based on 2 percent probability of exceedance in 50 years defined as Maximum Considered Earthquake (MCE) with a statistical return period of 2.475 years is also evaluated herein in accordance with the requirements of CBC Section 1613 and ASCE Standard 7 -05. Based on our analysis, the site PGAMCE was estimated to be 0.60g using the web -based United States Geological Survey (USGS) ground motion calculator. The design PGA determined as two - thirds of the Maximum Considered Earthquake (MCE) was estimated to be 0.40g. F. Geologic Hazards Geologic hazards are not presently indicated at the project site. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. G. Field and Laboratory Tests and Test Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test pit and field exposures, site soils have been grouped into the following soil types: VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE. ENCINITAS. CALIFORNIA. (A.P.N. 261 - 142 -191 PAGE 7 TABLE 3 Soil Type Description 1 Brown / red brown clayey silty fine sand (Fill / Topsoil / Terrace Deposit) 2 Pale grey siltstone / cla stone Del Mar Formation The following tests were conducted in support of this investigation: 1. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Types 1 and 2 was determined in accordance with ASTM D -1557. The results are presented in Table 4. TABLE 4 Location Soil Type Maximum Dry Density Ym- cf Optimum Moisture Content to °/a TP -4 @ 3' 1 125.1 72 TP -1 @ 1'/1' itI 2 116.1 170 (1) Test Excavation on the adjacent future southeasterly lot. 2. Liquid Limit, Plastic Limit and Plasticity Index: Liquid limit, plastic limit and plasticity index tests were performed on a representative sample of Soil Type 2 in accordance with the ASTM D -4318. Test results are tabulated in Table 5. TABLES Location Soil Type Liquid Limit LL "/o Plastic Limit (PL -%) Plasticity Index (PI=LL-PL TP -1 @ 1 Y' I1> 2 40 21 19 (1) Test Excavation on the adjacent future southeasterly lot. 3. Moisture - Density Tests (Undisturbed Chunk Samples): In -place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in Table 6 and tabulated on the attached Test Pit Logs. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHINICAL INVESTIGATION KILKENNY DRIVE, ENCINITAS, CALIFORN TABLE 6 JULY 29, 2010 .P.N. 261 - 142 -191 PAGE 8 4. Expansion Index Test: Two expansion index (El) tests were performed on a representative sample of Soil Types 1 and 2 in accordance with the ASTM D- 4829. The test results are presented in Table 7. TABLE 7 Field Degree of Final Initial Dry Degree El Sample Moisture Field Dry Max. Dry In -Place of Sample Soil Content Density Density Relative Saturation Location Type (w %) (Yd -pcf) (Ym -pcf) Compaction S(%) TP -2 @ 1' 1 4 112 6 125 1 90 22 TP -3 @ 3' 1 8 1065 125.1 85 36 TP -4 @ 3' 1 9 94.9 125.1 76 31 TP -4 @ 6' 1 7 108.7 125 1 87 34 TP -4 @ 10'(1) 1 11 - 125 1 - - TP -5 @ 4' 1 7 979 125.1 78 26 TP -5 @ 8' 1 6 105.8 125.1 85 27 TP -4 @ 10' 1 7 107.2 125.1 86 33 (1) Sample disturbed. Assumptions And relationships: In -place Relative Compaction = (Yd + Ym) X100 Gs = 2.70 e= (Gs Yw - Yd) -1 S= (w Gs) -e 4. Expansion Index Test: Two expansion index (El) tests were performed on a representative sample of Soil Types 1 and 2 in accordance with the ASTM D- 4829. The test results are presented in Table 7. TABLE 7 (1) Test Excavation on the adjacent future southeasterly lot. V IN) E & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 Molded Degree of Final Initial Dry El Sample Soil w Saturation w Density Measured 50% Location Type %) %) % ) (PCF) El Saturation TP -4 @ 3 1 - - - - non plastic ro, e.pans,,e TP -1 @ 1'/2 (t> 2 13.3 50.2 27.3 982 55 55 (w) = moisture content in percent E150 = Elmeas - (50 - Smeas) ((65 + Elmeas) - (220 - Smeas)) Expansion Index (EI) Expansion Potential 0-20 Very Low 21 -50 Low 51 -90 Medium 91 -130 High ) 130 Very High (1) Test Excavation on the adjacent future southeasterly lot. V IN) E & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 9 5. Direct Shear Test: Two direct shear tests were performed on representative samples of Soil Types 1 and 2. The prepared specimens were soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 8. TABLE 8 (1) Test Excavation on the adjacent future southeasterly lot. 6. pH and Resistivity Test: pH and resistivity of representative samples of Soil Types 1 and 2 were determined using "Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test results are tabulated in Table 9. TABLE 9 Sample Locatio:n::Soil-Type Soil Type Minimum Resistivity OHM -CM Wet Angle of Apparent Sample Soil Sample Density Int. Fric. Cohesion Location Type Condition (Yw- ((D-Deg.) (c -psf) cf TP -4 @ 3- 1 remolded to 90% of Ym @ % wopt 1207 30 20 TP -1 @ 1' /z (1) 2 remolded to 90% of Ym % wo t 122 0 25 222 (1) Test Excavation on the adjacent future southeasterly lot. 6. pH and Resistivity Test: pH and resistivity of representative samples of Soil Types 1 and 2 were determined using "Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test results are tabulated in Table 9. TABLE 9 Sample Locatio:n::Soil-Type Soil Type Minimum Resistivity OHM -CM H TP -4 @ 3' 1 2800 7 9 TP -1 @ VW (I) 1 2 549 7 7 (1) Test Excavation on the adjacent future southeasterly lot. 7. Sulfate Test: Sulfate tests were performed on representative samples of Soil Types 1 and 2 in accordance with the California Test Method (CTM) 417. The test results are presented in Table 10. TABLE 10 Sample Location Soil Type Amount of Water Soluble Sulfate In Soil % by Weight) TP -4 @ 3- 1 0.005 TP -1 @ 1'h' (n I 2 0 006 (1) Test Excavation on the adjacent future southeasterly lot. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 10 8. Chloride Test: A chloride test was performed on a representative sample of Soil Type 3 in accordance with the California Test Method (CTM) 422. The test result is presented in Table 11. TABLE 11 Sam le Location Soil T e Amount of Water Soluble Chloride In Soil % by Wei ht TP -4 @ 3' 1 0 005 TP -1 @ 1' /z' (1) 2 0 010 (1) Test Excavation on the adjacent future southeasterly lot. VI. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exist: • Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). • Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). • pH is less than 5.5. For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm -cm indicates the potential for presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Laboratory test results performed on selected representative site samples indicate that the minimum resistivity is more than 1000 ohm -cm for the project northwest lot (below 1000 ohm -cm are indicated for the adjacent future southeasterly lot) suggesting presence of low quantities of soluble salts. Test results further indicated pH levels are greater than 5.5, sulfate concentrations are less than 2000 ppm, and chloride concentration levels are less than 500 ppm. Based on the results of the corrosion analyses, the project northwest lot is considered non - corrosive. However, the project property is located within 1000 feet of seawater and mitigation measures are considered appropriate for the design of new structures and improvements. A corrosion engineer may be consulted in this regard. Based upon the results of the tested soil samples, the amount of water soluble sulfate (SO4) was found to be 0.005 percent by weight which is considered negligible according to ACI 318, Table 4.3.1. However, due to the site proximity to seawater, Portland cement VINJE & MIDDLETON ENGINEERING, INC. • 2450 Aum Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 11 Type II with minimum f'c = 4000 psi, maximum water cement ratio of 0.50 and steel reinforcement cover greater than 3 inches, as determined and approved by the project corrosion /structural engineer should be considered. Table 12 is also appropriate based on the pH- Resistivity test result: TABLE 12 Design Soil Type Gage 18 1 16 1 14 1 12 10 8 1 Years to Perforation of Steel Culverts Tl8 49 60 83 106 129 2 (1) Years to Perforation of Steel Culverts 1 19 1 24 1 30 1 41 53 64 (1) Test Excavation on the adjacent future southeasterly lot. VII. CONCLUSIONS Based upon the foregoing investigation, development of the project (northwest lot) portions of property, substantially as proposed, is feasible from a geotechnical viewpoint. The project northwest lot is underlain by generally competent and stable Terrace Deposits at relatively shallow to modest depths which will adequately support new structures and improvements. The following factors are unique to the site and will impact the planned development and construction procedures: Instability or geologic hazards including flooding, landslides or faulting are not present at the project northwest lot portion (Plate 3) of the property and will not be a factor in the planned redevelopment. The study site is not located near or within the Alquist - Priolo earthquake fault zone established by the State of California. The most significant long -term geologic phenomenon likely to impact the property is periodic ground shaking associated with earthquake activity along distant active faults. * The project site is directly underlain by a relatively thin section of undifferentiated fill and topsoil atop stable natural Terrace Deposits. The site upper soil mantle chiefly occurs in a dry to moist and loose conditions and are not suitable in their present condition for the support of new fills, structures and improvements. These deposits should be regraded as recommended in the following sections. * Below the upper soil cover natural Terrace Deposits occur. Based on the available exploratory excavations, site Terrace deposits generally occur in loose and weathered conditions nearthe surface exposures becoming more dense with depth, and extend to the depths of 11'/2 below the existing ground surfaces, where explored. The underlying dense sandstone Terrace deposits below the weathered zone are suitably dense and stable units that can adequately provide structural support. Regrading of the loose and weathered zones of underlying Terrace VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 12 Deposits will also be necessary as part of site remedial grading operations in order to construct safe and stable bearing and subgrade soils. ' The planned new development includes the construction of a basement which will require modest excavations to achieve the basement grades with subsequent export operations. Basement excavations are expected to remove the upper soil cover and majority of the loose and weathered Terrace Deposits. ' Siltstone /Claystone Del Mar Formation were also mapped on the nearby existing embankment on the adjacent future southeastern lot and may also be exposed in the basement excavations on the project northwest lot (Plate 3). Del Mar Formation is characteristically a weaker unit consisting of expansive deposits. Del Mar Formation, if encountered, should be over - excavated and removed from the site as part of the project excavations and export operations. The removal areas should then be reconstructed to design grades with site sandy soils as recommended in the following sections. ' Site excavations and removals are expected to chiefly generate sandy to silty sandy deposits. However, locally potentially expansive clayey soils may also be encountered which are expected to be in minor quantities overall . Clayey soils, if they are encountered at the project site, should also be selectively separated and removed from the site as a part of project export operations. Generated good quality sandy materials available from the site excavations should be stockpiled onsite for reuse as new fills and backfills. ' Based on select grading recommendations specified herein, final bearing and subgrade soils are anticipated to consist primarily of sandy to silty sand (SM /SP) materials with very low expansion potential (expansion index less than 21) based on ASTM D -4829 classification. Actual classification and expansion characteristics of the finish grade soil mix can only be provided in the final as- graded compaction report based upon proper testing of finish grade soils. Site excavations, grading, earthwork and constructions should not impact the adjacent onsite structures and improvements, and offsite properties. Adequate excavation setbacks should be observed and temporary excavation slopes and trenching should be completed as specified in the following sections. Temporary shoring and trench support should also be anticipated as discussed in the following sections. Instrumenting and monitoring of the neighboring buildings and nearby more sensitive structures and improvements on adjacent public right -of -way should also be considered, where appropriate and as necessary. ' Existing improvements occupy the project northwest lot portions of the property. All trash debris generated from the demolition and removal of site existing structures VINIE & MI DDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 13 and improvements should be removed and properly disposed of from the site as approved. Construction debris should not be allowed within site new fills and backfills as specified in the following sections. * The project northwestern lot (Plate 3) consists of relatively level ground and the creation of large graded slopes is not anticipated. Stability of natural or permanent graded embankments will not be a factor in the development of the project northern portion of the property. * Groundwater conditions were not encountered in our exploratory excavations and are not expected to impact basement excavation and constructions. However, adequate site surface drainage and control is a critical factor in performance of the new buildings with a subterranean basement level. Drainage control facilities should be designed and installed for proper control and disposal of surface and storm water as shown on the approved grading or drainage improvement plans. Over - watering of site vegetation may also create perched water and the creation of excessively moist areas at finished surfaces and should be avoided. All site and building basement type retaining walls should be provided with a well - developed backdrain system as outlined in a following section. * Soil collapse or post construction total and differential settlements are not expected to be a major geotechnical factor in the redevelopment of the project site provided our remedial grading and foundation recommendations are incorporated into the design and construction of the project. * Liquefaction and seismically induced settlements will not be a factor in the construction of the planned new buildings and improvements provided our recommendations are followed. VIII. RECOMMENDATIONS The following recommendations are consistent with the site indicated geotechnical conditions at the project northwestern lot portion (Plate 3) of the property and should be reflected in final plans and implemented during the construction phase. Added or modified recommendations may also be appropriate and can be provided at the final plan review phase: A. Remedial Grading and Earthworks The project site is directly underlain by a relatively shallow mantle of undifferentiated fill and topsoil that occur in a dry to loose condition. Below, sandstone Terrace deposits occur. Removal and recompaction of surficial soil mantle and upper V IN]E & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 14 exposures of underlying weathered Terrace deposits are recommended below. All grading and earthworks should be completed in accordance with Chapter 18 and Appendix "J" of the California Building Code (CBC), city of Encinitas Grading Ordinances, the Standard Specifications for Public Works Construction, and the requirements of the following sections wherever applicable: 1. Existing Underground Utilities and Structures: All existing underground waterlines, sewer fines, storm drains, utilities, tanks, structures and improvements at or nearby the project construction site should be thoroughly potholed, identified and marked prior to the initiation of the actual grading work. Specific geotechnical engineering recommendations may be required based on the actual field locations and invert elevations, backfill conditions and proposed grades in the event of a grading or construction conflict. Utility lines may need to be temporarily redirected, if necessary, prior to earthwork operations and reinstalled upon completion of grading operations. Alternatively. permanent relocations may be appropriate as shown on the approved plans. Abandoned lines, irrigation pipes and conduits should be properly removed, capped or sealed -off to prevent any potential for future water infiltrations into the foundation bearing, subgrade and backfill soils. Voids created by the removals of the abandoned underground pipes, tanks and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. 2. Clearing and Grubbing: Remove surface vegetation, trees, roots, stumps, construction debris, and all other unsuitable materials and deleterious matter from all areas of proposed new fills, improvements, and structures plus 10 feet outside the perimeter, where possible and as approved in the field. Construction debris generated from the removals and demolition of the site existing structures, improvements, pavings, and abandoned underground facilities should also be properly removed and disposed of from the site. Trash, vegetation and construction debris shall not be allowed to occur or contaminate new site fills and backfills. The prepared grounds should be inspected and approved by the project geotechnical engineer or his designated field representative, prior to remedial grading and earthworks. 3. Removals and Remedial Grading: Project development as shown on the enclosed Plates 3 and 4 mainly consists of basement excavations and the VINJE & MIDDLETON ENGINEERING, INC. • 24$0 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 15 export operations. Attempts should be made to selectively stockpile the good quality sandy soils generated from the site excavations for reuse as site new fills and backfills mainly export marginal to lesser quality materials as directed in the field. The majority of the upper loose to soft soil cover and weathered Terrace Deposits within the basement areas will be removed as a part of basement excavations. Finish basement levels are expected to expose dense undisturbed sandstone Terrace Deposits throughout much of the excavations. However, medium dense to locally weathered and loose Terrace Deposits and perhaps marginal quality Del Mar Formation may also be encountered. In this case, weathered loose Terrace Deposits and/or Del Mar Formation materials along with the remainder portions of the basement bottom should be over - excavated to a minimum of 12 inches below the bottom of the deepest footing and reconstructed to design elevations with good quality sandy soils available from site excavations, placed and compacted as specified herein. Materials generated from the excavations of Del Mar Formation, if any, should be removed from the site as a part of project export operations. Bottom of basement over - excavations and reconstructions, if required and determined necessary by the project geotechnical consultant, should construct uniform well- compacted bearing soils throughout eliminating cut -fill transitions as directed and approved in the field. Elsewhere at the site, upper loose soil mantle and weathered Terrace Deposits beneath the planned structures and improvements plus a minimum of 10 feet outside the perimeter, where possible and as approved in the field, should be removed to the underlying dense and competent Terrace Deposits below the weathered zone and placed back as properly compacted fills. Actual removal depths should be established in the field by the project geotechnical engineer or his designated field representative. Based on available field explorations, however, typical removal depths are expected to be on the order of 4 to 5 feet below the existing ground surfaces, or at least 2 feet below the bottom of deepest footing (or 12 inches below the deepest utility), whichever is more. Locally deeper removals may also be necessary based on the actual field exposures and should be anticipated. 4. Monitoring, Setbacks and Temporary Construction Slopes: Pre - construction conditions of the nearby improvements, buildings, structures and off -site properties within a distance of at least two times the planned excavation depths should be recorded prior to any excavation works and monitored during the constructions. Horizontal distances and elevations of monitoring points established at selected locations and on sensitive structures or improvements at distances less than 100 feet maximum should be periodically recorded on a VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 4229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 16 weekly basis and at a major construction event such as shoring or excavation bracing. Bench mark control point(s) should be established outside the influence of constructions and vibrations. Monitoring data should be used to modify the recommended protective shoring or baring system or establish new revised procedure, as necessary, and should be anticipated. Top of temporary slopes should maintain adequate set back from existing on and off -site improvements and structures as approved and directed in the field. Undermining and /or damages to existing improvements, structures, underground utilities within public right -of -way or adjacent properties should be avoided. Face of temporary slopes should be protected from excessive run -off or rainfall, and stockpiling the excavated materials near the top of construction embankments are disallowed. Constructions should also be completed in a timely manner, minimizing unsupported slope conditions for prolonged periods of time. Temporary construction slopes may be constructed at near vertical gradients to a maximum of 3 feet unless otherwise specified or directed in the field. Construction slopes greater than 3 feet and less than 15 feet may be constructed at near vertical gradients within the lower 3 feet and laid back at 1:1 gradient maximum within the upper sections. The backfills should then be properly benched and tightly keyed into the temporary slope as the backfill placement progresses and as directed in the field by the project geotechnical consultant. Vertical excavations and basement wall backcuts greater than 3 feet maximum should be provided with temporary shoring support as appropriate, unless otherwise noted or approved. Any continuous shoring technique which can allow safe and stable excavations, and protect adjacent properties and nearby structures and improvements such as driven sheet piles, drilled concrete or driven steel soldier piles with concrete or wood lagging may be considered. A qualified design /build shoring contractor should be consulted in this regard. Protection of existing pipes, utilities, conduits, underground improvements and nearby structures located within the zone of influence of excavation is one of the most important factors in the shoring design and should be considered by the project design /build contractor. The shoring system stiffness and construction sequence should be designed and carried out to limit horizontal and vertical deflections within allowable tolerances. The project shoring design /build contractor should evaluate the structural capacity of existing pipes, utilities, conduits, underground improvements and nearby structures, and determine the allowable acceptable tolerances for his use in a given shoring system design. A shoring plan depicting the proposed procedures, materials VINJE a' MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760)743-12 14 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 17 and depths along with design calculation should be prepared and submitted by the contractor. Permits from the respective agencies may also be required for installing shoring system or bracing devices. Site temporary slope embankments and wall backcuts will require continuous geotechnical observation during the construction. Additional recommendations including flatter construction slopes and the need for added temporary shoring or trench shield support should be given by the project geotechnical consultant at that time as necessary, based on actual field exposures. The project contractor should also obtain appropriate excavation permits, as needed, and conform to the Cal -OSHA and local governing agencies' requirements for open cut and trenching excavations, and safety of the workmen during construction. Commencing site excavations may also require obtaining permits from the adjacent property owners or public agencies, if appropriate and applicable. 5. Fill Materials, Select Grading and Compaction: Soils generated from onsite soils are mostly expected to consist of sandy to silty sandy deposits. Marginal quality plastic clayey soils (including Del Mar Formation) may also be encountered which should be selectively removed from the site as a part of export operations as specified. Good quality sandy soils generated from the project excavations should then be neatly separated and stockpiled for reuse to achieve design grades and complete wall and trench backfills. Project fills and wall backfills should be clean deposits free of vegetation, trash, debris, organic and deleterious matter as approved in the field by the project geotechnical consultant or his designated representative. Uniform bearing soils conditions should be constructed at the site by the remedial grading and earthwork operations. Site fills and backfills should be adequately processed, thoroughly mixed, moisture conditioned to slightly above (2 %) the optimum moisture levels or as directed in the field, placed in thin (8 inches maximum) uniform horizontal lifts and mechanically compacted to a minimum of 90% of the corresponding laboratory maximum dry density per ASTM D -1557, unless otherwise specified. 6. Wall Back Drainage System: A well- constructed back drainage system should be provided behind all project site and building basement retaining walls. The wall back drainage system should consist of a minimum 4 -inch diameter, Schedule 40 (SDR 35) perforated pipe surrounded with a minimum of 1.50 cubic feet per foot of 3/4-crushed rocks (12 inches wide by 18 inches deep) installed at the depths of the wall foundation level and wrapped in filter fabric (Mirafi 140 -N). If Caltrans Class 2 permeable aggregate is used in lieu of the crushed rocks, the filter fabric can be deleted. The wall back drain should be installed at suitable elevations to allow for adequate fall via a 4 -inch diameter non - perforated solid pipe (Schedule 40 or SDR 35) to an approved VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 18 outlet. All wall back drains and outlet locations should also be shown on the final grading or site plan. A typical wall back drain system is depicted on the enclosed Plate 10. Provide clean -out riser pipes as necessary and appropriate waterproofing as indicated on the pertinent project construction plans. In the event deeper storm drain boxes are not available at or in the vicinity of the project to allow for gravity outflow, a holding tank provided with a pump may be required to extract the collected water for basement walls. Alternatively, the project basement may be designed for hydrostatic and uplift pressures and effects of potential subsurface water on the subterranean basement eliminated by using special mean and methods. These may include the use of special concrete products such as "Hycrete ". 7. Surface Drainage and Erosion Control: A critical element to the continued stability of graded building pads and developments with subterranean construction is an adequate surface drainage control. Surface and storm water should not be allowed to impact the developed construction and improvement surfaces or penetrate into the underlying subgrade and backfill soils. This can most effectively be achieved by the installation of appropriate drainage control facilities. Building pad surface run -off should be collected and directed away from the planned buildings, basement walls, and improvements to a selected location in a controlled manner. Area drains should be installed. Surface water should be directed away from the top of the site retaining walls. Temporary erosion control facilities and silt fences should be installed during the construction phase periods and until landscaping is fully established as indicated and specified on the approved project grading /erosion plans. 8. Engineering Observations: All grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously observed and tested by the project geotechnical consultant and presented in the final as- graded compaction report. The nature of finished subgrade soils should be confirmed in the final compaction report at the completion of grading. Geotechnical engineering inspections should include but are not limited to the following: Initial observation - After the grading /brushing limits have been staked but before grading /brushing starts. Bottom of over - excavation observation - After the bottom of excavation or competent Terrace deposits is exposed and prepared to receive fill, but before fill is placed. VINJE & MIDOLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS. CALIFORNIA, (A.P.N. 261 - 142 -191 PAGE 19 Cut/excavation observation - After the excavation is started but before the vertical depth of excavation is more than 3 feet. Local and Cal -OSHA safety requirements for open excavations apply. Fill /backfill observation - After the fill /backfill placement is started but before the vertical height of fill /backfill exceeds 2 feet. A minimum of one test shall be required for each 100 lineal feet maximum in every 2 feet vertical gain, with the exception of wall backfills where a minimum of one test shall be required for each 30 lineal feet maximum. Wall backfills should also be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Finish rough and final pad grade tests shall be required regardless of fill thickness. ' Foundation trench observation -After the foundation trench excavations but before steel placement. Foundation bearing /slab subgrade soils observation - Prior to the placement of concrete for proper moisture and specified compaction levels. ' Geotechnical foundation /slab steel observation - After the steel placement is completed but before the scheduled concrete pour. Underground utility /plumbing trench observation - After the trench excavations but before placement of pipe bedding or installation of the underground facilities. Local and Cal -OSHA safety requirements for open excavations apply. Inspection of pipe bedding may also be required by the project geotechnical engineer. Underground utility /plumbing trench backfill observation - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soils report if applicable. All trench backfills should be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Plumbing trenches more than 12 inches deep maximum under the interior floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method should not be allowed. Pavement /improvements base and subgrade observation - Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 20 B. Foundations and Floor Slabs Project pad constructions are anticipated to expose very low expansive (expansion index less than 21) sandy to silty sand (SM /SP) soils within finish grades. The following recommendations are consistent with the anticipated foundation bearing soil materials and site specific geotechnical conditions. Additional recommendations may be required and should be given at the final plan review phase. All design recommendations should also be further confirmed and /or revised at the completion of remedial grading based on the expansion characteristics of the foundation bearing soils and regraded site geotechnical conditions, and presented in the fine grading compaction report. 1. New buildings maybe supported on shallow stiff foundations with stem walls and slab -on -grade floors or slab -on- ground with turned -down footings. The shallow foundations should be uniformly supported on competent undisturbed Terrace Deposits or founded entirely on well- compacted fills as approved by the project geotechnical consultant. 2. Continuous strip stem wall foundations and turned -down footings should be sized at least 15 inches wide and 18 inches deep for single and two -story structures, and 18 inches wide and 24 inches deep for three -story loading conditions. Spread pad footings should be at least 30 inches square and 18 inches deep. Specified depths are measured from the lowest adjacent ground surface, not including the sand /gravel layer beneath floor slabs. Exterior continuous foundations or turned -down footings should enclose the entire building perimeter. Continuous interior and exterior stem wall foundations should be reinforced with a minimum of four #4 reinforcing bars. Place 244 bars 3 inches above the bottom of the footings and 244 bars 3 inches below the top of the stem wall. Turned -down footings should be reinforced with a minimum of 244 bars at the top and 244 bars at the bottom. Reinforcement details for spread pad footings should be provided by the project architect /structural engineer. 3. All interior slabs should be a minimum of 5 inches in thickness, reinforced with #4 reinforcing bars spaced 18 inches on center each way, placed mid - height in the slab. Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a well performing moisture barrier /vapor retardant (minimum 15 -mil plastic) placed mid - height in the sand. Provide "softcut" contraction /control joints consisting of sawcuts spaced 10 feet on centers each way for all interior slabs. Cut as soon as the slab will support the weight of the saw and operate without disturbing the final finish which is VINJE &. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760)743-12 14 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 21 normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. The sawcuts should be a minimum of 1 -inch in depth but should not exceed 1'/4- inches deep maximum. Anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Provide re- entrant corner reinforcement for all interior slabs. Re- entrant corners will depend on slab geometry and /or interior column locations. The enclosed Plate 11 may be used as a general guideline. 4. Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and be approved by the project geotechnical consultant prior to the placement of steel reinforcement or concrete pour. C. Exterior Concrete Slabs / Flatworks 1. Exterior slabs (walkways, patios) should be a minimum of 4 inches in thickness, reinforced with #3 bars at 18 inches on centers in both directions placed midheight in the slab. The subgrade soils should be recompacted to minimum 90% levels within the upper 6 inches during the fine grading efforts. 2. Slab reinforcement laying on subgrade will be ineffective and soon corrode due to lack of adequate concrete cover. Slab reinforcements should also extend through the construction (cold) joints. In construction practices where the reinforcements are discontinued or cut at the construction joints, slab panels should be tied together with minimum 18 -inch long #3 dowels (dowel baskets) at 18 inches on center maximum placed mid - height in the slab (9 inches on either side of the joint). 3. Provide "tool joint" or "softcut" contraction /control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch but should not exceed 1'/4 -inch deep maximum. In case of softcut joints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. 4. All exterior slab designs should be confirmed in the final as- graded compaction report. Revised recommendations may be necessary and should be given at that time. VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 22 5. Subgrade soils should be tested for proper moisture and specified compaction levels and be approved by the project geotechnical consultant prior to the placement of concrete. D. Soil Design Parameters The following soil design parameters are based on the tested representative samples of onsite (northwest lot, see Plate 3) earth deposits. All parameters should be re- evaluated when the characteristics of the final as- graded soils have been specifically determined: 1. Design soil wet unit weight = 121 pcf. 2. Design soil saturated unit weight = 127 pcf. 3. Unit weight of water = 62.4 pcf 4. Design hydrostatic uplift pressure = 756 psf, see Note h. 5. Design angle of internal friction = 30 degrees. 6. Design static active soil pressure for retaining structures = 41 pcf (EFP), level backfill, cantilever, unrestrained walls. 7. Design at -rest soil pressure for retaining structures = 61 pcf (EFP), non - yielding restrained walls. 8. Design seismic (pseudo- static) lateral active soil pressure = 24 pcf (EFP), see Notes a & b. 9. Design passive soil resistance for retaining structures = 362 pcf (EFP), level surface on the toe side. 10. Design coefficient of friction for concrete on soils = 0.36. 11. Design net allowable foundation pressure (minimum 15 inches wide by 18 inches deep footings) = 2000 psf, see Note f. 12. Allowable lateral bearing pressure (all structures except retaining walls) = 200 psf /ft. Notes: a) Seismic lateral loading should be considered, where required by the applicable codes (CBC) and design standards. Additional lateral loads due to seismic increment of earth pressure should be considered for buildings with greater than 6 -feet soil differential on each side (CBC 1614A.1.6) and retaining walls 12 feet and taller (CBC 1806A.1) unless otherwise approved or waived by the governing building officials. b) The indicated design seismic active soil pressures were determined based on the Mononobe -Okabe solution and 65% of the design peak ground acceleration and pertinent design assumptions, and should be considered acting at 0.6H (H is the wall height) above the base of the wall. The seismic lateral active soil VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 23 pressures should be considered in addition to the design static lateral active and at -rest soil pressures for both unrestrained yielding and restrained non - yielding walls. c) Added lateral pressures caused by nearby foundations, improvements and surcharge loading including vehicular loads should be considered by the project structural engineer as appropriate and applicable. d) Use a minimum safety factor of 1.5 for wall over - turning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a safety factor of 2 may be considered for sliding stability where sensitive structures and improvements are planned near orontop of retaining walls. e) When combining passive pressure and frictional resistance, the passive component should be reduced by one - third. f) The net allowable foundation pressures provided herein were determined based on the specified foundation depths and widths. The indicated values may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 5500 psf, if needed. The allowable foundation pressures provided herein also applies to dead plus live loads and may be increased by one -third for wind and seismic loading. g) The allowable lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1500 pounds per square foot. h) Hydrostatic uplift pressure is not considered a factor in subterranean basement designs with the measured and historic groundwater levels at least 10 feet below the basement pad grade. E. Asphalt And PCC Pavement Design Specific pavement designs can best be provided at the completion of rough grading based on R -value tests of the actual finish subgrade soils; however, the following structural sections may be considered for initial planning phase cost estimating purposes only (not for construction): A minimum section of 4 inches asphalt on 6 inches Caltrans Class 2 aggregate base, or the minimum section required by the City of Encinitas, whichever is more, may be considered for the onsite asphalt paving surfaces outside the private and public right -of -way. Actual design will also depend on the design TI and the approval of the City of Encinitas. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 4214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 24 Base materials should be compacted to a minimum 95% of the corresponding maximum dry density (ASTM D- 1557). Subgrade soils beneath the asphalt paving surfaces should be compacted to a minimum 95% of the corresponding maximum dry density within the upper 12 inches. 2. PCC drive aisle and parking supported on very low expansive (expansion index less than 21) subgrade soils should be a minimum of 5' /z inches in thickness, reinforced with #3 reinforcing bars at 18 inches on center each way, placed 2 inches below the top of slab. Subgrade soils beneath the PCC driveways and parking should be recompacted to a minimum 90% of the corresponding maximum dry density during the fine grading efforts. Slab reinforcement incorrectly placed or laying on subgrade will be ineffective and soon corrode due to lack of adequate concrete cover. Slab reinforcements should also extend through the construction (cold) joints. In construction practices where the reinforcements are discontinued or cut at the construction joints, slab panels should be tied together with minimum 18 -inch long #3 dowels (dowel baskets) at 18 inches on centers placed mid - height in the slab (9 inches on either side of the joint). In order to enhance performance, tying of the slab panels to the adjacent curbs, where they occur, with #3 dowels at 18 inches on centers may also be considered. Provide "tool joint' or "softcut" contraction /control joints spaced 10 feet on center (not to exceed 15 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as the slab will support the weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch in depth but should not exceed 1'/4- inches deep maximum. In case of softcut joints, anti - ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Joints shall intersect free edges at a 90° angle and shall extend straight for a minimum of 1' /z feet from the edge. The minimum angle between any two intersecting joints shall be 800. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft. /gal.) 3. Base and subgrade soils should be tested for proper moisture and specified compaction levels, and be approved by the project geotechnical consultant prior to the placement of the base or asphalt / PCC finish surface. VINIF. & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -19) PAGE 25 4. Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right -of -way should have 12 inches subgrade compacted to minimum 95% compaction levels, and provided with a 95% compacted Class 2 base section per structural section design. Base section under curb and gutters should be compacted to a minimum 95 %, while subgrade soils under curb and gutters, and base and subgrade under sidewalks should also be compacted to minimum 90% compaction levels. Base section may not be required under curb and gutters, and sidewalks in the case of very low expansive subgrade soils (expansion index less than 21), if approved. Appropriate recommendations should be given in the final as- graded compaction report. F. General Recommendations 1. The minimum foundation design and steel reinforcement provided herein are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerations. 2. Adequate staking and grading control is a critical factor in properly completing the recommended remedial and site grading operations. Grading control and staking should be provided by the project grading contractor or surveyor /civil engineer, and is beyond the geotechnical engineering services. Staking should apply the required setbacks shown on the approved plans and conform to setback requirements established by the governing agencies and applicable codes for off -site private and public properties, nearby structures and improvements, leach fields and septic systems, and graded embankments. Inadequate staking and /or lack of grading control may result in unnecessary additional grading which will increase construction costs. 3. Open or backfilled trenches parallel with a footing shall not be below a projected plane having a downward slope of 1 -unit vertical to 2 units horizontal (50 %) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches from the face of such footing. 4. Where pipes cross under - footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement, but not less than 1 -inch all around the pipe. 5. Foundations where the surface of the ground slopes more than 1 unit vertical in 10 units horizontal (10% slope) shall be level or shall be stepped so that both top VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 26 and bottom of such foundations are level. Individual steps in continuous footings shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed 1 unit vertical to 2 units horizontal (50 %) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. 6. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining /basement walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface as shown on the enclosed Plate 10. Planting large trees behind site building /basement retaining walls should be avoided. 7. All underground utility and plumbing trenches should be mechanically compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non - expansive, granular backfill soils should be used. Trench backfill materials and compaction beneath pavements within the public right -of -way shall conform to the requirements of governing agencies. 8. Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. Subterranean wall back drains should be provided as specified and their proper functioning periodically confirmed. Planter areas adjacent to basement walls and building foundations should be provided with impermeable liners and added subdrain, if appropriate. 9. Final plans should reflect preliminary recommendations given in this report. Final foundations and grading plans should also be provided to the project geotechnical consultant for review and comments. Geotechnical review comments should then be summarized in an Update Geotechnical Plan Review Report which will also provide added or more specific recommendations as necessary. 10. All foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant. 11. The amount of shrinkage and related cracks that occur in the concrete slab -on- grades, flatworks and driveways depend on many factors the most important of VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 - 142 -19) PAGE 27 which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: Use the stiffest mix that can be handled and consolidated satisfactorily. Use the largest maximum size of aggregate that is practical. For example, concrete made with 3/a -inch maximum size aggregate usually require about 40 -lbs. more (nearly 5 -gal.) water per cubic yard than concrete with 1 -inch aggregate. ' Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab -on -grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests, where appropriate and applicable, are provided. 12. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector as well as the grading contractor /builder is recommended in order to discuss grading and construction details associated with site development. IX. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area, however, earth materials may vary in characteristics between excavations. Of necessity, we must assume a certain degree of continuity between exploratory excavations and /or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner /developer to ensure that these recommendations are carried out in the field. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I214 GEOTECHNICAL INVESTIGATION JULY 29, 2010 KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261- 142 -191 PAGE 28 It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on -site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window /door corners, and floor surface cracks up to I/e -inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project architect/structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The project geotechnical engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. The project geotechnical engineer should also be provided the opportunity to verify the foundations prior to the placing of concrete. If the project geotechnical engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #10 -147 -P (A) will help to expedite our response to your inquiries. VINJE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Way • Escondido, California 92029 -1229 • Phone (760)743-12 14 GEOTECHNICAL INVESTIGATION KILKENNY DRIVE, ENCINITAS, CALIFORNIA, (A.P.N. 261 -142 -1 We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Steven J. Melzer CEG #2362 IT,&I 11 Distribution: Addressee (5) q` 11�' No. 2382 c� 0 CERTIFIED A ENGINEEaING lti OEOLOGI�T C1D�ntse SettmgsVrwt Deskuay Do meni5WyFlles\RepWsUOl Ml0.1a1 -P(AI CHEREWICK -VACANT LOT wpo JULY 29, 2010 PAGE 29 VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 a Phone (760) 743 -1214 REFERENCES - Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.08: Soil And Rock (1); D 420 - D 5611, 2005. - Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.09: Soil And Rock (11), D 5714 - Latest, 2005. Highway Design Manual, Caltrans. Fifth Edition. Corrosion Guidelines, Caltrans, Version 1.0, September 2003. California Building Code, Volumes 1 & 2, International Code Council, 2007. "Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2003 Edition. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, DMG Special Publication 117, 71p. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines for Preparing Engineering Geology Reports: DMG Note44. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines to Geologic and Seismic Reports: DMG Note 42. EQFAULT, Ver. 3.00, 1997, Deterministic Estimation of Peak Acceleration from Digitized Faults, Computer Program, T. Blake Computer Services And Software. EQSEARCH, Ver 3.00, 1997, Estimation of Peak Acceleration from California Earthquake Catalogs, Computer Program, T. Blake Computer Services And Software. - Tan S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate(s) 1 and 2, Open File -Report 96 -02, California Division of Mines and Geology, 1:24,000. - "Proceeding of The NCEER Workshop on Evaluation of Liquefaction Resistance Soils," Edited by T. Leslie Youd And Izzat M. Idriss, Technical Report NCEER -97 -0022, Dated December 31, 1997. "Recommended Procedures For Implementation of DMG Special Publication 117 Guidelines ForAnalyzing And Mitigation Liquefaction In California," Southern California Earthquake center; USC, March 1999. "Soil Mechanics," Naval Facilities Engineering Command, DM 7.01. "Foundations & Earth Structures," Naval Facilities Engineering Command, DM 7.02. "Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs. "Introductory Soil Mechanics And Foundations: Geotechnical Engineering," George F. Sowers, Fourth Edition - "Foundation Analysis And Design," Joseph E. Bowels. - Caterpillar Performance Handbook, Edition 29, 1998. - Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. Kennedy, M P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. Caterpillar Performance Handbook, Edition 29, 1998. VINE & MIDDLEToN ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 REFERENCES (continued) Jennings, C W , 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6, Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000, Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. "An Engineering Manual For Slope Stability Studies," J.M. Duncan, A.L. Buchignani And Marius De Wet, Virginia Polytechnic Institute And State University, March 1987. "Procedure To Evaluate Earthquake- Induced Settlements In Dry Sandy Soils," Daniel Pradel, ASCE Journal Of Geotechnical & Geoenvironmental Engineering, Volume 124, #4, 1998. "Minimum Design Loads For Buildings And Other Structures," ASCE 7 -05, American Society of Civil Engineers. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PLATE 2 V &M JOB N10 -147 —P MANHOLE #22 I. DIST. MAP 8 PER RECORD =20' hic Survey 'living Trus arceNxr !S, CA 92007 CK /, MAP 1298 sn Diego, CA Date: March, 2870 *raDau Z V.I.: A. Greene e� SWALE SNAIL BE PLANTED WRH DEPTH ADEQUATE GRWNOCOVEROR TUflF. pgLgµ PLANTS MAT ARE NOT PRONE TO - BLOCKING THE DRAINAGE FLOW MAY L-'= EINFORCEMENT MAT ALSO BE PLANTED ON SIDE SLOPES. �\qL J _ y ICABLE IT MIN -T!S'EM%' NGN D SOIL MIN. 3(B' GRAVEL W .w.na u ` IT MW. WI CRUSHED ROCK ^ENGINEERED BOIL' LAYER SHALL BE MINIMUM T DEEP 9ANOY LOAM' SOL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 6 SANG. 203(]% COMPOST OR HARDWOOD MULCH, ANO Z0.T8%TOP801L. NOTE, . IoTGETATED SWILLES ON GRADES OF MORE TITAN 2.6% MUST INSTALL CHECK DAMS TO L%IIT THE SLOPE OF THE SWALE TO 2 5% UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING SERVICES, NOTE: NO FILTER FABRIC IS TO BE USED IN THIS SECTION VEGETATED SWALE Wn H UNDERDRAIN IA N1M] vae ro bf aa r¢e esimP — MR rtM WMVL O�1MS I r —� CROSS- SECTTON 'EXTENDS TNRouON AWACENTPROPERTY lMMNAII6I Nwos RMB BENCHMARK lCAI! Y[gALDISTICCTAPPROVAL ENOINEERINODEPARnHWAPPROVALS ®ccm RBY.)lTbr wCIMP� FLANS PREPARED UNDER SUPElNI910N Oi RECAMIAENDED. APPROVED, LOG1MIt MiM11M]ffl®ImVR fOQYNK Li( �� -- __ 6NM1b[�ByY�flY OF60Rb � � �A wbn 4VBtGA�Y R1MfDfMMR6(.taN� M111M µsi2L - wcrtl4Ae waE A oP.: are Tun o e PLAN] 01 DATA luaACe Nos.- ce.en.aa i..ew,us ]eo lo. F.. swA¢ nlor wuw.s ItOG'1. NOTE NLA.Y$lRLWT.R IMImINf ` TI] S3 F Excavator Test Pit Hand —Dug Test Pit SCALE 1 " = 20' NO. KILKENNY DRIVE TRIGNY LIVING TRUST 2-i APN: 261.142.18 PLATE 3 V &M JOB #10 -147 —P (A) �-- 8.8' OR AS SHOWN ON PLAN R 8AW LINE SEEDED TURF OVAL SEEDED (IRRIGATED) -CR- YS' GRAVEL -sir /' AC PAVING _ V-W RISE TO PROPERTY LINE TKT PCC FLUSH CURB ►AVNG (BABE __ TURFBLOCI( PAVERS �(MINIMUMS'TNIM 1.T COLD TGLASS111 PLANE T%1TPOCFLUSHCUM 2'OF YS'IWAV0. AT EDGE OF PAVING TOPSOL 6" OF 6M' CRUSHED ROCK TURFBLOCK IN R.O.W. IA N1M] vae ro bf aa r¢e esimP — MR rtM WMVL O�1MS I r —� CROSS- SECTTON 'EXTENDS TNRouON AWACENTPROPERTY lMMNAII6I Nwos RMB BENCHMARK lCAI! Y[gALDISTICCTAPPROVAL ENOINEERINODEPARnHWAPPROVALS ®ccm RBY.)lTbr wCIMP� FLANS PREPARED UNDER SUPElNI910N Oi RECAMIAENDED. APPROVED, LOG1MIt MiM11M]ffl®ImVR fOQYNK Li( �� -- __ 6NM1b[�ByY�flY OF60Rb � � �A wbn 4VBtGA�Y R1MfDfMMR6(.taN� M111M µsi2L - wcrtl4Ae waE A oP.: are Tun o e PLAN] 01 DATA luaACe Nos.- ce.en.aa i..ew,us ]eo lo. F.. swA¢ nlor wuw.s ItOG'1. NOTE NLA.Y$lRLWT.R IMImINf ` TI] S3 F Excavator Test Pit Hand —Dug Test Pit SCALE 1 " = 20' NO. KILKENNY DRIVE TRIGNY LIVING TRUST 2-i APN: 261.142.18 PLATE 3 V &M JOB #10 -147 —P (A) n ONE No! �� .- - 1; = ■< <I °� eo- �■ �� MEN sm � ibMRIRI�RIIM�iRw^ � - ru�i�i�1�Iti4Ri�1 -. - •_ •— • -- II�II �!I!r4!44M!I!�!�!14!i!I.�._r_ c.- 1. i!ialRlelel!�!I!IGI!Ira1RFl -:_— r��.,� ■= {�• ■I- �sowaewa =s IJIJU eC. ■ f�_ EAST ELEVATION L------------------------ J WEST ELEVATION 2 {CALL: UKe -0" WA TC Ml wm NORTH ELEVATION SLALC: 1 /NFp LE ii �1 SOUTH ELEVATION J KAl[: UM•P -V 000710OT I L E PLANT U e-V3� m ■� Illlllllllllllllllllf IIIIIIIIIIIUNIIIIII II II I Ir I I I Ilr =i �I I I III � II I llmLle le CMFMLr eHNe OGTNLm I I I 1 II I 6NATdkS MLL lE MOARD NL'G I �I 1 II I OliAl]Ni [OLWIINIm 4L_J 4 1 II I III L- - - _ _ - - - 1 - - - - - - - - - - J D IMIO. WR I I.�'.pR.11 ■wxw: MOR a■w. EXTERIOR ELEVAnw A•5.0 PLATE 4 V&M JOB #10 -147 -P (A) VICINITY MAP 11 WY 4 AV 21 SAN V. EL 1170 SWE BEACH 3 5 BE SEE A W ©2006 Thomas Bros. Mapsnu H9MM CT z6 KWAIuw CT m ..rt c D AV E F xis DR g D AS11E I 7C CARDIFF l WAY son c i1211 DR MW HILL WA VA W \� � 2 .JUDY 1 0 ara pl NGHPM D R DR 1000 DR Sity oa DR a kURST- Ew S DR LAS DALE AV $ r p BRISIS sF1 �S, 3 idy�. J� o� Hll � ee W P0� : g 900 1800 I AV F 151 167 Kilkenny Drive PLATE 1 Encinitas, Ca. 92007 V&M JOB N10 -147 —P (A) APN 261- 142 -19 PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS 0 -4 SYMBOL SILTS AND CLAYS —r Q GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel -sand mixtures, little or no fines. °o MORE THAN HALF (LESS THAN GP Poorly little floes. 2 - 4 OF COARSE HARD OVER 4 graded gravels or gravel -sand mixtures, or no 5% FINES) °J 2 O Z FRACTION IS GRAVEL GM Silty gravels, gravel-sand -slit mixtures, non - plastic fines. U 0 N LARGER THAN WITH a J rn NO. 4 SIEVE FINES GC Clayey y y gravels, gravel -sand -clay mixtures, plastic floes. = w SANDS SW 0 fr SANDS Well graded sands, gravelly sands, little or no fines. uu zz 0 uJ w MORE THAN HALF (LESS THAN SP ¢ OF COARSE 5% FINES) Poorly graded sends or gravelly sands, little or no fines. 0 W FRACTION IS SANDS SM Silty sands, sand -slit mlxturss, non - plastic fines. SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey sands, sand -clay mixtures, plastic fines. I'I � N ML Inorganic sifts and very fine sands, rock flour, silty or clayey fine J p t l 09 SILTS AND CLAYS sands or clayey slits with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy 0 < � LIQUID LIMIT IS THAN p = y m LESS 50% clays, silty clays, lean clays. OIL Organic slits and organic silty Jaye of low plasticity. Z ZZ CO oo SILTS AND CLAYS O H J¢ a MH Inorganic silts, mlcaceous or dlatomaceous fine sandy or silty 0 w ¢ 0 Solis, elastic slits. Z 0 4 Z a LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. GREATER THAN 50% OH Organic clays of medium to nigh plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat end other highly organic Solis. GRAIN'SIZES U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 d arA^ a^ 19^ RELATIVE DENSITY ANDS, GRAVELS AND NON - PLASTIC SILTS SAND GRAVEL 0 -4 LOOSE SILTS AND CLAYS MEDIUM DENSE 10-30 COBBLES BOULDERS VERY DENSE FINE MEDIUM COARSE FINE COARSE 1-2 8-16 RELATIVE DENSITY ANDS, GRAVELS AND NON - PLASTIC SILTS BLOWS /FOOT VERY LOOSE 0 -4 LOOSE 4.10 MEDIUM DENSE 10-30 DENSE 30 -50 VERY DENSE OVER 50 CONSISTENCY CLAYS AND PLASTIC SILTS STRENGTH BLOWS /FOOT VERY SOFT 0-1/. 0 - 2 SOFT ' /. -Y. 2 -4 FIRM 'y -1 4 -8 STIFF 1-2 8-16 VERY STIFF 2 - 4 16-32 HARD OVER 4 OVER 32 1, Blow count, 140 pound hammer falling 30 Inches on 2 Inch O.D. split spoon sampler (ASTM D -1586) 2. Unconfined compressive strength per SOILTEST pocket penetrometer CL -700 Sand Cone Test Bulk Sample 8245 - Standard Penetration Test (SPT) (ASTM D -1586) with blow counts per 6 inches ❑ Chunk Sample Q Driven Rings m246 = California Sampler with blow counts per 6 inches VINJE & MIDDLETON KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D -2487) ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029 -1229 PROJECT NO. KEY TEST PIT LOGS Date Excavated: 3/22/10 Logged by: Sim Equipment: Hand Dug Remarks: No caving. No groundwater. �x W 3 U U T-1 ly i OL C6 Q 0 0 > r w- MATERIAL DESCRIPTION SW SC TOPSOIL: -7 , _ _ ML- Clayey silty fine sand. Pale brown color. Moist. Soft. ST -1 2 -_ —_ - CH - - FORMATIONAL ROCK: Siltstone /claystone. Pale grey color. Weathered. "Popcorn" 4 texture. Firm to stiff. ST -2 Bottom of test pit at 3.0 feet. 6 8 ]0 12 1 Date Excavated: 3/22/10 Logged by: Sim Equipment: Hand Dug Remarks: No caving. No groundwater. TP -2 a z Wifx' Qv s �G 00 _ F N� u c MATERIAL DESCRIPTION 4SC sM FILLTOPSOIL: Silty fine sand. Brown color. Dry to slighlty moist. Tight near ME a 112.6 90 22 - surface, very loose below. Includes some shell fragments. ST -1 SM TERRACE DEPOSIT: -I Fine sandstone. A trace of clay. Red brown color. Slightly moist. Dense. ST -1 Bottom of test pit at 3.0 feet. 6 8 10 VINJE & MIDDLETON ENG., INC. Proposed Residential Development BULK SAMPLE BULKS SAMPLE ■ 2450 AUTO PARK WAY 167 Kilkenny Drive, Encinitas ESCONDIDO, CA. 92029 10 -147 -P A.P.N.261- 142 -17,18 &19 PLATE s DENSITY TEST V Y GROUNDWATER TEST PIT LOGS Date Excavated: 322/10 Logged by; Sim Equipment: Hand Dug Remarks: No Gavin . Nogmundwater. U i U TP -3 z > yy °,,yy as d E. MATERIAL DESCRIPTION SM FILL/TOPSOIL: Silty fine sand. Brown color. Slightly moist. Loose. ST -1 SP TERRACE DEPOSIT: Fine sandstone. A trace of clay. Red brawn color. Slightly moist a t06.5 ss 36 4 to moist. Medium dense to dense. ST -1 Bottom of test pit at 3.5 feet. 6 8 10 Date Excavated: 324/10 Logged by: Sim Equipment: BobCat Mini - Excavator Remarks: No cavin . No undwater. U W Wt 'r z� w� W� -0 k _ U ti� u MATERIAL DESCRIPTION SM FILUTOPSOIL: Silty fine sand. Brawn color. Slightly moist. Very loose. ST -1 2 TERRACE DEPOSIT Fine sandstone. A trace of clay. Red brown color. Some 9 94.9 76 31 rust - colored staining. Moist. Weathered loose near surface. ST -1 Becomes medium dense to dense at 5'. I' SP 7 108.7 87 34 S Somewhat blocky at 8'. Continued medium dense to dense. 10 Sample disturbed at 10'. 11 Bottom of test pit at 10.5 feet. VINJE & MIDDLETON ENG., INC. Proposed Residential Development BULK SAMPLE BULK SAMPLE 2450 AUTO PARK WAY 167 Kilkenny Drive, Encinitas ESCONDIDO, CA. 92029 10 -147 -P A.P.N. 261-142-17,18 &19 PLATE 6 DENSITY TEST . A a TEST PIT LOGS Date Excavated: 3/24/10 Logged by: Sim Equipment: BobCat Mini- Excavator Remarks: No caving. No groundwater. W'-. � 5 TP - MATERIAL DESCRIPTION W wr .a— z �F SM FILL/TOPSOIL: 2 Silty fine sand. Brown color. Dry to slightly moist. Very loose. ST -1 TERRACE DEPOSIT: 4 Fine sandstone. A trace of clay. Red brown color. Moist. 7 97.9 76 26 Weathered loose in upper exposures. Medium dense to dense below. ST -1 6 SP 8 Becomes somewhat blocky at 8'. Continued moist and medium 6 105.6 65 27 dense to dense. I � . . Kl 7 107.2 66 33 Bottom of test pit at 11.5 feet. V ° VINJE & MIDDLETON ENG., INC. 2450 AUTO PARK WAY ESCONDIDO. CA. 92029 Proposed Residential Development 167 Kilkenny Drive, Encinitas 10 -147 -P A. P.N.261- 142 -17,18 &19 E 7 PLAT BULK SAMPLE CHUNK SAMPLE DENSITY TEST GROUNDWATER ■ . ITODI rn I PROPOSED TWO -STORY I� ` 1EXISTING DWELLING (C I RESIDENCE W/ BASEMENT (TO BE DEMOLISHED) FILLI MGSOR A.C. DRIVEWAY -TERRACE DEP089T- FORMA TiONAL ROCK 20 -� _ PROPOSED TWO -STORY I SCALE: 1" = 20' p I I RESIDENCE Wi BASEMENT p EXIS LING I I I EXISTINO RESIDENTIAL A.C. DRIVEWAY I RESIDENnAi DWELLING i " i .• awEtOxe 60 - -- -- - - - --� 60 50 7'ERR°t ADE DE ° O W 50 AU •I m PLATE 8 V &M JOB #10 -147 -P (A) FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION 30 20 10 0 30 MILES INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900 -1974) Map data is compiled from various sources including California Devision of Mines and Geology, California Institute of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." 1978 MAGNITUDE 167 KILKENNY DRIVE ENCINITAS, CA. m ............. 4.0 TO 4.9 O ............ 5.0 TO 5.9 Fault PLATE 9 •.......... 6.0 TO 6.9 V &M JOB 1110 -147 —P VINJE & MIDDLETON ENGINEERING, INC. - 2450 Auto Park Wav • Escondido, California 92029 -I229 • Phonr (7601743 -I2I4 Waterproofing Perforated drain pipe RETAINING WALL DRAIN DETAIL Typical - no scale draina Granular, non - expansive backfill. Compacted.. Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL, (88- 1.026) U.S. STANDARD SIEVE SIZE °,5 PASSING V 100 314 90 -100 3/8 40 -100 No.4 osa0 No,8 ±a -33 No. 30 5 - ?5 No. 50 a -7 NO 200 'D 3 Sand Equivalent > 75 1 Provide granular, non - expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable oulet at minimum 1 %. Provide'/." - 1'/i" crushed gravel fitter wrapped in fitter fabric (Mil 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Seal back of wall with waterproofing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. Use 1% cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE 10 ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT Typical - no scale (a) ATION JOINTS RACTION JOINTS (C) 181 3. „E �r RE- ENTRANT C( REINFORCEMENT NO. 4 BARS PL BELOW TOP OF NOTES: ENTRANT NER CRACK 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). 2. In order to control cracking at the re- entrant corners ( ±270° corners), provide reinforcement as shown in (c). 3. Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and /or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 11