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2005-9489 G\ — �� APPLICATION NO. ENGINEERING DEVELOPMENT APPLICATION JOB SITE ADDRESS ASSESSOR PARCEL NO. -SS 15 )A— colI�jE C EsYj�AIrAs.641Zo?L/ - sqC) o� PROPERTY OWNER INFORMATION jE (p4 I ?A �f- 'A0 �ArsA FF �J MAILING ADDRESS (-a 17 07 -0 CITY, STATE, ZIP CODE TELEPHONE NO CIVIL ENGINEER INFORMATION JOSE Lv LS `go s LJ94 NAME �y��� ZZffO (?hmjiQo 7P6 41 REiNA *96 �c7D S iF�D C.4 S'ay'OJ' /o� y- l5t- -vivo CITY, STATE, ZIP TELEPHONE NO G' 6yyoL 3xeTFi i:Lil[il. �.`[i CONTRACTOR INFORMATION W�Iv B205. NAME Po.��a� olio ADDRESS �+ Pt�uJO �ANTri � � 97.ot�� CITY, STATE, ZIP CODE TELEPHONE NO. STATE LICENSE NO. B TYPE 4 7L40800 SOILS ENGINEER INFORMATION —pw..%6EL� Q. l5. J%[N.E N 9 zjo '+mot rv6RDfltc CST AqDREs� QA UiE CA 9Z /Zo G /9?gD-43L� CITY, STATE, ZIP TELEPHONE NO 3(vo3-7 REGISTRATION NO DESCRIPTION OF WORK TO BE DONE ryE UAI- W /rA/ il6 j'JJA✓E �Er*IAIIA/r CASE NO. ©S 75 W. %lr, i DATE SIGNED O9V„3 Kgk!cF- / /�4u�fv� Sl Uc�fP 760 -9 yz -� 90(0 PRINT NAME TELEPHONE NO. (FOR OFFICE USE ONLY) FOR GRADING PLANS: OK FOR PLAN CHECK PLANNING DEPARTMENT DATE #q8- 292 PLANNING CASE NUMBER . . ; . ENGINEERING DEPARTMENT APPLICANT FEES ACTION FORM APPLICANT APPLICANT ADDRESS PER UMBER M/� IC DESCRIPTION AMOUNT CODE ACCOUNT NUMBER Agreement/Covenant Construction Exempt Organizations Grading Plancheck Grading Inspection Final Map Processing Parcel Map Processing Permanent Encroachment Improvement Plancheck Improvement Inspection Temporary Encroachment Street Vacation Street Name Change A.P.N. Report Security Deposit AC CN GR GI FM PM PE IR 11 TE VA SN PN SY Structural _ MR le]-n TOTAL !� /DD • (/LJ 101 -0000- 345.0100 101- 0000 - 345.0200 101 - 0000 - 345 -0400 101- 0000 - 345 -0700 101 -0000.345 -0800 101 -0000- 345.0500 101 - 0000 - 345 -0800 101- 0000 - 345 -1100 101 -0000- 345 -0900 101- 0000 - 345 -1100 101 -0000- 345 -1200 101 -0000- 345.1500 101 -0000- 345.1300 101 -0000- 345 -2100 101 -0000- 218 -0000 ?,gject SY *' Receipt # Check # 101 - 6010 -451 -4240 Cashier Initials /C�i15�1 F /Li�7 GEOPACIFICA, INC. Maunel 7:MOMOV-1 To: City of Encinitas Stephanie Kellar, Plan Checker From: James Knowlton, Geotechnical Consultant Date: 4/18/2006 Subject: Review of Submittal 3 me, Encinitas 489G, 8 -292 We have reviewed the submittal for the subject construction change to an existing grading plan: "Second Review of Grading Plans, Kirksey /Singer Residence, 3515 Jasmine Crest, Encinitas, CA ", by Southern California Soil & Testing, dated April 7, 2006 "Grading Plan for 3515 Jasmine Crest ", by Jose Robles, dated 1/10/2006. The purpose of our review is to check to see that the geotechnical (soil/geology) aspects pertinent for the property /project and proposed construction change have been adequately addressed. In addition, we have checked to see that geotechnical (soils /geology) aspects for the project have been addressed and presented in conformance with the requirements of the City of Encinitas Municipal Code. We have also performed a site visit. Based upon our review of the referenced geotechnical report and our site visit the geotechnical report meets all applicable requirements of the City of Encinitas and is approved. G�OPACIFICA, INC. MEMORANDUM To: City of Encinitas Stephanie Kellar, Plan Checker From: James Knowlton, Geotechnical Consultant Date: 4/18/2006 Subject: Review of Submittal 3515 Jasmine, Encinitas 9489G, 98 -292 We have reviewed the submittal for the subject construction change to an existing grading plan: "Second Review of Grading Plans, Kirksey /Singer Residence, 3515 Jasmine Crest, Encinitas, CA ", by Southern California Soil & Testing, dated April 7, 2006 "Grading Plan for 3515 Jasmine Crest ", by Jose Robles, dated 1/10/2006. The purpose of our review is to check to see that the geotechnical ( soil/geology) aspects pertinent for the property /project and proposed construction change have been adequately addressed. In addition, we have checked to see that geotechnical (soils/geology) aspects for the project have been addressed and presented in conformance with the requirements of the City of Encinitas Municipal Code. We have also performed a site visit. Based upon our review of the referenced geotechnical report and our site visit the geotechnical report meets all applicable requirements of the City of Encinitas and is approved. ®— \ CITY OF ENCINITAS Engineering Services Department I 505 South Vulcan Avenue / Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This box for Engineering Dept use only FAX Fax Date: Note to Engineer of Work: The department indicated below From: Plancheck Staff, � ngtneering Department has issued plancheck comments on a project currently _ To: r` o b SEC in process with the City. Please contact the pla nc hecker Engineer of World cowed Person Fax: ( ) — Ph: 'L listed below with any questions. Transmitted To: Transmittal Date: SDWD ❑ Fire ❑ Planning & Bldg ❑ I L Public Works ❑ Geotech reviewI Transmitted Bv: Other Proiectlnfo: Owner/ Descrip: V_; r k-se y Site Address: 3S 15 -5asm'tn e Cres+- APN: c�6y — 54/0—o7 Plancheck Comments: To discuss these comments, please contact: Planchecker: Drawing #: Case # Grading Map (FM, PM)❑ As -built ❑ Plancheck # 1 Parks & Rec. ❑ File 1gio Engineering (see reverse) at Phone # 9'!?-21-4 Impv ❑ Other ❑ CC . 13�7 3 4 5 6 mylars CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 mitted to Engineering Planchecker: eport ❑ Cost Estimate ❑ Title Report ❑ ants ❑ Recording Fee [Relsolution ❑ Permission to Grade alcs for SMR ❑ ❑ Hydrology Report ❑ ❑ Tentative Map/ PM ❑ Impervious Surface Statement ❑ Additional Comments: t SOIL 6 TESTING. IN, 2 `o v e o N e 1 P.O. Box 600627 (619) 280 -4321 San Diego, CA 92160 -0627 Q TOLL FREE i (877) 215-4321 6280 Riverdale Street F F a x San Diego, CA 92120 D V U 1 (619) 280 -4717 wwwscst.com UA SCS &T No. 0511130 pril 7. 2006 APR 1 7 2006 Report No. 6 Mr. David Kirksey ENGINEERING SERVICES Ms. Roxanne Singer CITY OF ENCINITAS 964 Rancho Santa Fe Road Encinitas, California 92024 Subject: SECOND REVIEW OF GRADING PLANS KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA Reference: "Update Report, Kirksey /Singer Residence, 3515 Jasmine Crest, Encinitas, California "; prepared by Southern California Soil and Testing, Inc.; dated June 21, 2005 (SCS &T 0511130-1). Dear Mr. Kirksey and Ms. Singer: In accordance with a request from Mr. Jose Luis Robles, this letter has been prepared to verify that we have reviewed the grading plans prepared by him for the subject project, dated February 16, 2006, as well as retaining wall calculations dated April 5, 2006. In general, the plans were found to be in accordance with the recommendations provided in the referenced report. The calculations utilize as graded soil parameters tested by our firm. The proposed building pad is underlain by compacted fill and rock. These materials are considered nonliquefiable. This opportunity to be of professional service is sincerely appreciated. SO - D n-10(p7/ AdlereRCE3¢ Vice PrIsident �P 1�P DBA:kv (3) Addressee (2) Jose Luis Robles SOIL & TESTING, INC. GEOPACIFICA INC. REVIEW MEMORANDUM October 14, 2005 / updated December 14, 2005 / updated March 9, 2006 To: Ms. Stephanie Keller Engineering Department City of Encinitas 505 South Vulcan Avenue Encinitas, California 92024 -3633 From: James F. Knowlton, RCE /CEG, Consultant Subject: Third Party Review Case No. 98 -292, 9489 -GR 3515 Jasmine Crest APN: 264 - 540 -07 I have received the following documents: 1. Retaining Wall Calculations, Keystone Walls for Kirksey Residence, 3515 Jasmine Crest, Encinitas, Ca — Construction Change #2/Retaining Wall 1; by Jose Luis Robles, PE, dated 3/7/06. 2. Retaining Wall Calculations, Keystone Walls for Kirksey Residecne, 3515 Jasmine Crest, Encinitas, Ca — Construction Change #2/Retaining Wall 2; by Jose Luis Robles, PE, dated 3/7/06. 3. Red Lined "Grading Plan for Lot 7, Map 13584" — 3515 Jasmine Crest, Encinitas, Ca; by Jose Luis Robles, PE, date at lower right comer 2- 16 -06. We had previously reviewed: 4. Response to Third Party Review, Case No. 98 -292, 9489 -GR, Kirksey /Singer Residence, 3515 Jasmine Crest, Encinitas, California; by Southern California Soil and Testing, Inc., dated December 2, 2005, no. 0511130, rpt no. 3. 5. Summary of Field Observations and Tests for Relative Compaction, City of Encinitas Tract No. 92 -108, Jasmine Crest, Encinitas, California; by Southern California Soil and Testing, Inc., dated January 24, 2000, no. 9811318.7. 6. Report of Geotechnical Investigation, Proposed Eight Lot Subdivision, Rancho De Mayo, TM 89 -109, San Diego County, California; by Southern California Soil and Testing Inc., dated February 12, 1990, no. 8921094, rpt no. 2. 7. Grading Plan for Lot 7 Map 13584, 3515 Jasmine Crest; by Jose Luis Robles, RCE, 3 sheets, undated/unsigned. 8. Update Report, Kirksey /Singer Residence, 3515 Jasmine Crest, Encintas, California, prepared by Southern California Soil & Testing, no. 0511130, dated June 21, 2005 9. Retaining Wall Calculations, prepared by Jose Luis Robles, dated August 11, 2005 Page 2 of 2 9489 -GR 98 -292 October 14, 2005 My review has been performed to see if the submitted geotechnical documents and project plans provide data/information to meet the standards of practice within, and the requirements of, the City of Encinitas. The documents are not accepted or approved. 1. The report document 1 and 2 need to be reviewed and approved by the project geotechnical consultant for the project to insure that criteria are in conformance with their reports. 1:1►1U GEOPACIFICA INC. REVIEW MEMORANDUM October 14, 2005 / updated December 14, 2005 To: Ms. Stephanie Keller Engineering Department City of Encinitas 505 South Vulcan Avenue Encinitas, California 92024 -3633 From: James F. Knowlton, RCE/CEG, Consultant Planning Department Subject: Third Party Review Case No. 98 -292, 9489 -GR 3515 Jasmine Crest APN: 264 - 540 -07 I have received the following documents: 1. Response to Third Party Review, Case No. 98 -292, 9489 -GR, Kirksey /Singer Residence, 3515 Jasmine Crest, Encinitas, California; by Southern California Soil and Testing, Inc., dated December 2, 2005, no. 0511130, rpt no. 3. 2. Summary of Field Observations and Tests for Relative Compaction, City of Encinitas Tract No. 92 -108, Jasmine Crest, Encinitas, California; by Southern California Soil and Testing, Inc., dated January 24, 2000, no. 9811318.7. 3. Report of Geotechnical Investigation, Proposed Eight Lot Subdivision, Rancho De Mayo, TM 89 -109, San Diego County, California; by Southern California Soil and Testing Inc., dated February 12, 1990, no. 8921094, rpt no. 2. 4. Grading Plan for Lot 7 Map 13584, 3515 Jasmine Crest; by Jose Luis Robles, RCE, 3 sheets, undated/unsigned. I had previously reviewed the following: 5. Update Report, Kirksey /Singer Residence, 3515 Jasmine Crest, Encintas, California, prepared by Southern California Soil & Testing, no. 0511130, dated June 21, 2005 6. Retaining Wall Calculations, prepared by Jose Luis Robles, dated August 11, 2005 Page 2 of 3 9489 -GR 98 -292 October 14, 2005 Page 2 9489 -GR December 14, 2005 My review has been performed to see if the submitted geotechnical documents and project plans provide data/information to meet the standards of practice within the City of Encinitas, and the requirements of the City of Encinitas Municipal Code. Even though our review is addressed to City staff, the following sections are specifically directed to and are to be addressed by the consultants for the project. SUMMARY OF REVIEW The report document 1, prepared by Southern California Soil & Testing, does provide sufficient data/information to address the requirements of the City of Encinitas, except for the following items: 1. The geotechnical report and response (documents 1 and 5) must be signed by both soil engineer and engineering geologist. 2. The plans show a pavement section for the driveway which is inadequate. The driveway has a grade of 15 %. The minimum section required is six (6) inches concrete over six (6) inches of aggregate base compacted to 95% compaction. The consultant deferred this comments to others. 3. The calculation provided appear were obtained using an outdated version of the program Keywall ver lb, Octl, 1997. There are more up to date versions which could be used and are recommended by the Manufacturer. One being the version dated 2004. Please provide a statement that these calculations meet the current applicable standards of the City of Encinitas and the California Building Code. The consultant deferred this comment to others. It should be noted that the above comments are as complete as possible based upon the information provided to us at this time. Additional comments may be necessary as more complete and adequate information regarding this project are made available 1. Additional testing should be performed upon completion of the grading of the building pads to accurately address the corrosivity of the soils. Page 3 of 3 9489 -GR 98 -292 October 14, 2005 Page 3 9489 -GR December 14, 2005 2. M as-built report prepared by the consultant must be submitted to the City for review. The report must include the results of all compaction tests as well as a map depicting the limits of overexcavation, observed geologic conditions, locations of all density tests, locations and elevations of all removal bottoms, and location of all retaining wall backdrains and outlets. 3. The following note must appear on all foundation plans: "All foundation excavations must be observed and approved by the Project Geotechnical Consultant prior to placement of reinforcing steel " 4. The final grading, drainage, and foundation plans should be reviewed, signed and wet stamped by the Project Geotechnical Consultant. END I i TRANSMITTAL FORM Capitol Yrywovemenl Projects Dislnct Support Services Field Operations Sutdlvrsion Engineering Traffic Engineenng FROM: Capital Improvement Projects (CIP) ❑ Subdivision Engineering (SE) Traffic Engineering (TE) ❑ District Support Services (_D) ❑ Office of the Director ( #I) ❑ Field Operations (FO) ❑ O �1ff L AV/ ATTENTION: c.7L. T 6Xff_ a2468 DATE: I ; z /L/DL Regarding (Finance Numbers y ) DEPOSI® (Finance Number _� DEPOSIT/FEE TPM/IM/MUP/MIN/DR: 3S 11V ✓�AS~AP- 0j& Fr " (Finance Number - DEPOSIT/FEE APN: Transmitted as following: Other Application: Final Parcel Map ❑ Final Map ❑ Check (Type) (Check) Checkprint / Approved Copy / Original / Certificate / Rejected Preliminary Title Report ❑ Traverse Calculations ❑ Reference Maps ❑ Interoffice Memorandum• ❑ Plancheck Comments* ❑ Legal Description ❑ Plat ❑ Other: ❑ Comments /Additional Space for Document: �—Dllf r' tA,TJ Easement re: Covenant re: Highway ❑ Trail ❑ Improvements ❑ Sewer ❑ Park ❑ Impact Fees ❑ Drainage ❑ ❑ Assessments ❑ • ( Staff / Consultant /CD/Fire/SDWD /OMWD/LCWD) Sketch (if needed): Agreement re: F1 Improvements ❑ Pvt. Rd. Maint. ❑ rl (Public/Private) (Road/Drainage/ Wa ter /Sewedirail/Park/Facil ity) Intermediate Description: Improvement Plan ❑ Check Checkprint/Approved Copy /Original/Rejected Plancheck Comments' ❑ Grading Plan W /g Check AN CG Checkprint/Approved Copy /Original/Rejected Plancheck Comments• ❑ Plan Change Description: (Mass/Rough/Preliminary/Precise) (Erosion Control/Planting & Irrigation) Structural Calculations ❑ Cost Estimate ❑ Soil Report ❑ Hydrology Study/Map ❑ Cross Sections ❑ Exhibit: ❑ As Per... Our conversation ❑ My /your inquiry ❑ Our Review [� Our Inquiry ❑ Our Approval ❑ For your... Correction ❑ Comment ❑ Signature ❑ Information ❑ Uses ❑ Please return 31674 t// Originator: Copies to: V MessengerE1.46 Ma' Facsimile ❑ Other ❑ I Received b : Date: A Title: Location: Telephone: 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 27701FAX (760) 633 -2818 / TDD (760) 633 -2700 JSG /ARR/Generic Trw doc/02. 11.99 1 of I T CITY OF ENCINITAS Engineering Services Department 1 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This box lot Engineering Dept use Doty. _ II FAX Fax Date: _ From: Plancheck Staff, Engineering Department To: JO-74 UW /.S IZ0,64A55 Engineer of Work/ Contad Person Fax: ( ) - Ph: ¢/ Note to Engineer of Work: The department indicated below has issued plancheck comments on a project currently in process with the City. Please contact the planchecker listed below with any questions. Transmitted To: &An�/407 Transmittal Date: 3Z 71br, SDWD ❑ Fire ❑ Parks & Rec. ❑ Planning & Bldg ❑ Public Works ❑ File ❑ Geotech review IR/ 4T "w e,Wt r� �D/J Engineering IR / (see reverse) Transmitted By: A % Other ❑ Prolectlnfo: owner/ Descrip: ,ri2� Shy Site Address: 3s� j �%,pS�LVNGCRF APN: 260 Plancheck Comments: To discuss these comments, please contact: Planchecker: Drawing #: 90D Case # .9�- 2�0z__) Grading ❑ Impv ❑ Map (FM, PM)❑ Other ❑ As -built ❑ CC Fi i Plancheck at Phone # 2 3 4 5 6 mylars CITY OF ENCINITAS 1 Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 Transmitted to Engineering Planchecker: Soils Report ❑ Cost Estimate Covenants ❑ Recording Fee Resolution ❑ Permission to Grade Set/ Calcs for SMR 53-' ❑ Title Report ❑ ❑ Hydrology Report ❑ ❑ Tentative Map/ PM ❑ Impervious Surface Statement ❑ Additional Comments: ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects District Support Services Feld Operations Subdvislon Englneering CZ jy 0f Traffic Engineering Encinitas RELEASE OF ORIGINAL DRAWINGS & DOCUMENTS DATE RELEASED: & -13 -06 DATE DUE BACK: --RETURNED? PROJECT NUMBER: 49� - 29 Z__1 CIP1DR/MIN/MUP/IM/1PM DRAWING NUMBER: G 494e - 4 A/CS/CG/DI/ES/I11- 5 /G/I-IWY 101/ IJM/PGPM/R/ROSMS/SVMMMrMUCS/UE: SHEET/PAGE NUMBER: Shl — DESCRIPTION: /('_//L,kZA�1 Mylar /Sepia/Linen/Paper PLAN RELEASED TO: NAME: c�� 100(OL S ATTN: BLUEPRINT COMPANYIOTHER REQUESTOR ADDRESS: STREET CITY STATE LIY UQU11 PHONE NUMBER: ( )- PURPOSE OF RELEASE: (Circle One) Duplication/Co coon Chang As- Builts/Recordation PLAN CHANGE DESCRIPTION: 1)Z-; OZ Z SAS. SPECIAL INSTRUCTIONS: The undersigned acknowledges that the drawings and/or documents described above are the Property of the City of Encinitas. The undersigned accepts all responsibility for the drawings and/or documents and will return said drawings and/or documents before the date specified above. PLANS RECEIVED sign COURIER COMPANY: PREPARED BY: xtC LJ Authorized Department Representative JSGARR teka+e.do*M.02.99 I of 1 TF.I. 76"43 -2600 / FAX 760 - 633.2627 505 S. Vulcan Avcnue, Enciniras, California 92024 -3633 TDD 760633 -2700 1* recycled paper I RETAINING WALL CALCULTIONS KEYSTONE WALLS for KIRKSEY RESIDENCE 3515 JASMINE CREST ENCINITAS , CA CONTRUCTION CHANGE 02 RETAINING WALL2 I;gEPARED BY !z do a is Robles PE QPpFESS/ \ WR % X06 EX4 " --/1" ENGINEERING SERVICES c1w, CITY OF ENCENITAS �O�F CALF KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 KeyStone Retaining Wall Systems Project 3515 Jasmine Crest Proj. No.: Design Parameters Soil Parameters -L c osf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 30 0 Reinforce Fill Type: Sifts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters. Huesker Geognds Tull RFcr Fortrac -35 2598 1.67 Overturning: Uncertainties: Peak: y Dd 120 120 120 page _ of Date: 3/612006 By: 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 RFd RFid LTDS FS Tal Ci Cds 1.12 1.05 1320 1.50 882 0.90 0.95 Analysis: H =16 Height Unit Type: COMPAC Wall Batter. 0.00 deg. Leveling Pad: Crushed Stone Wall Ht: 15.00 R embedment: 5.00 ft Level Backfill 14.00 Surcharge: LL - 100 psf uniform surcharge DL - 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.71 278 5.84 164 1.13 << Calculated Bearing Pressure. 2851 psf Eccentricity at base: 1.52 ft Reinforcing: (ft & Ibs/ft) 404 Laver Height Length Reinf. Tal Tension Tconn FSDo 8 < 14.00 10.50 Fortrac-35 325 186 325 ' 1.74 7 11.33 9.00 Fortrac -35 480 404 480 ' 2.02 6 9.33 9.00 Fortrac -35 596 519 596 ' 4.07 5 7.33 9.00 Fortrac -35 707 679 707 ' 5.87 4 5.33 9.00 Fortrac-35 766 688 766 ' 9.36 3 4.00 9.00 Fortrac-35 766 630 766 ' FS >10 2 2.67 900 Fortrac -35 766 701 766 ' FS >10 1 1.33 9.00 Fortrac-35 766 354 766 ' FS >10 Reinforcing Quantities (no waste included): ( Efficiency= 71% ) Fortrac-35 8.17 sy /ft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 RETAINING WALL CALCULTIONS KEYSTONE WALLS for KIRKSEY RESIDENCE 3515 JASMINE CREST ENCINITAS , CA CONTRUCTION CHANGE K2 RETAINING WALL I PREP *A cnm. �� r- ' CYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodoloa_v_ KeyWall Ver 1b, Oct 1, 1997 KeyStone Retaining Wall Systems Project 3515 Jasmine Crest Proj No : Design Parameters Soil Parameters -b- c psf r ocf Reinforced Fill. 30 0 125 Retained Fill: 30 0 125 Foundation Fill. 30 0 125 Reinforce Fill Type: Silts 8 sands FS Tal Ci Unit Fill: Crushed Stone, 1 inch minus 1.12 1.05 1320 1.50 Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Huesker Geogrids Tuft RFcr Fortrac-35 2598 1.67 page _ of _ Date: 31612006 / By: / Overturning: 2.00 Uncertainties: 1.50 Bearing: 200 Peak: 1.50 Serviceability: 1.00 RFd RFid LTDS FS Tal Ci Cds 1.12 1.05 1320 1.50 882 6.90 0.95 Analysis: H =8 Unit Type. COMPAC Wall Batter: 0.00 deg. Leveling Pad: Crushed Stone Wall Ht: 8.00 ft embedment: 2.00 It BackSlope Geometry: 26.60 deg. slope 15.00 ft high Surcharge: LL - 50 psf uniform surcharge DL - 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.54 3.43 6.77 4.24 4.06 Calculated Bearing Pressure: 1630 psf Eccentricity at base 0.47 ft Reinforcing (ft & Ibs /ft) Laver Height Length Reinf. Tal Tension Tconn FSoo 4 6.67 7.50 Fortrac -35 344 163 344 8.26 3 4.67 7.50 Fortrac -35 460 400 460 ' 6.95 2 2.67 7.50 Fortrac -35 577 517 577 ' 9.15 1 1.33 7.50 Fortrac -35 654 328 654 ' FS >10 Reinforcing Quantities (no waste included): ( Efficiency = 54% ) Fortrac -35: 3.33 sy /ft Kevstone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis. MN 55435 KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 KeyStone Retaining Wall Systems Project: 3515 Jasmine Crest Proj. No.: Design Parameters Soil Parameters $ C psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 30 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Huesker Geogrids Tult RFcr Fortrac -35 2598 1.67 Overturning: Uncertainties: Peak: v pcf 125 125 125 2.00 1.50 1.50 RFd RFid LTDS FS 1.12 1.05 1320 1.50 page _ of _ Date: 316 /2006 i/ By: / Bearing: 2.00 Serviceability: 1.00 Tal Ci Cds 882 0.90 0.95 Analysis: H =10 Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Crushed Stone Wall Ht: 10.00 It embedment: 4.00 It BackSlope Geometry: 26.60 deg. slope 15.00 ft high Surcharge: LL - 50 psf uniform surcharge DL - 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.50 3.22 7.93 3.77 1.19 << Calculated Bearing Pressure: 2109 psf Eccentricity at base: 0.66 ft Reinforcing: (ft & Ibs /ft) Laver Height Length Reinf. Tal Tension Tconn FSpo 5 < 8.67 9.00 Fortrac -35 344 213 344 ' 8.36 4 6.00 9.00 Fortrac -35 499 537 << 499 ' 7.53 3 4.00 9.00 Fortrac -35 615 584 615 ' FS >10 2 2.67 9.00 Fortrac -35 691 587 691 • FS >10 1 1.33 9.00 Fortrac -35 754 476 754 ' FS >10 Reinforcing Quantities (no waste included): ( Efficiency= 68% ) Fortrac -35: 5.00 sylft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 < SOIL 8 TESTING, me 2 F H 0 N E P.O. Box 600627 &C F1JAX ( 619) 280 -0321 San Diego, CA 92160 -0627 0 OLL FRz (877)215 -4321 6280 Riverdale Street F q X San Diego, CA 92120 2 (619) 280-4717 w .scst.com 0 December 2, 2005 SCS &T No. 0511130 Mr. David Kirksey Report No. 3 Ms. Roxanne Singer 964 Rancho Santa Fe Road Encinitas, California 92024 Subject: RESPONSE TO THIRD PARTY REVIEW CASE NO. 98 -292, 9489 -GR KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA References: 1. "Update Report, Kirksey / Singer Residence, 3515 Jasmine Crest, Encinitas, California'; prepared by Southern California Soil and Testing, Inc.; dated June 21, 2005 (SCS &T 0511130 -1). 2. "Summary of Field Observations and Tests for Relative Compaction, City of Encinitas Tract No. 92 -108'; prepared by Southern California Soil and Testing, Inc.; dated January 24, 2000 (SCS &T 9811318 -7). 3. "Report of Geotechnical Investigation, Proposed Eight Lot Subdivision, Rancho de Mayo, TM 89 -109, San Diego County, California"; prepared by Southern California Soil and Testing, Inc.; dated February 12, 1990 (SCS &T 8921094 -2). Dear Mr. Kirksey and Ms. Singer: In accordance with a request from Weir Bros., Southern California Soil and Testing, Inc. has prepared this letter to respond to the items raised in the third party review letter prepared by Geopacifica Geotechnical Consultants, dated October 14, 2005. Item 1: The Geotechnical Report must be signed by a properly licensed engineer and certified engineering geologist. The signatures shall be original wet signatures. Response: This report is signed by a California Registered Civil Engineer and a California Registered Engineering Geologist. Item 2: A Geotechnical map depicting the Geotechnical conditions of the site must be provided. Adequate Geological cross sections shall be provided. Geologic 1 Mr. David Kirksey and Ms. Roxanne Singer December 2, 2005 Kirksey / Singer Residence SCS &T No. 0511130-3 Page 2 conditions shall be depicted on the map including data from subsurface explorations. Previous soils report for the site if referenced shall be submitted. Response: See References 2 and 3. Item 3: Please address and provide a professional statement regarding the potential impact to adjacent properties during site construction and provide specific mitigation recommendations to avoid impact to the adjacent properties. Response: It is our professional opinion that the proposed development will have no adverse impact on adjacent properties. Item 4: The actual proposed buildings /structures must be described in the soils report and located on plot/site plan. Response: It is our understanding that the subject development will consist of a single story residential structure of wood -frame construction. Shallow foundations and conventional concrete slab -on -grade floor systems are anticipated. Additional improvements consist of typical exterior hardscape, as well as a concrete driveway. Reinforced earth walls up to about 8 feet in height are proposed for driveway construction. A copy of the grading plan is provided as Plate No. 1. Item 5: The anticipated structural loads which apply to the report should be stated. Response: The maximum anticipated structural loads for columns and continuous footings are 22 kips and 1050 pounds per lineal foot, respectively. These loads are considered normal for this type of structure. Item 6: The report shall address the gross stability of any existing and or proposed fill and cut slopes that could affect the building site. The surficial stability of the slopes shall be analyzed. Response: The gross stability of the existing slopes was addressed in report Reference No. 2. Proposed cut slopes will be constructed into existing cut slopes. It is our opinion that the gross stability factor of safety of these slopes will be more than 1.5. Surficial stability calculations are presented in the attached Plate No. 2. Item 7: It is standard practice to explore and determine the existing underlying geologic conditions of the site and geotechnical conditions at the toe of proposed Mr. David Kirksey and Ms. Roxanne Singer December 2. 2005 Kirksey / Singer Residence SCSB T No. 0511130-3 Page 3 MEMBEEMEEN developments and slopes. This should be justified with engineering and geologic parameters. Response: See Report References 2 and 3. Item 8: Appropriate Laboratory testing and analysis shall be provided and presented for all engineering parameters. Laboratory test results and how they were performed were not provided in the report. Response: See Report References 2 and 3. Item 9: The plans show a pavement section for the driveway which is inadequate. The driveway has a grade of 15 %. The minimum section required is six (6) inches concrete over six (6) inches of aggregate base compacted to 95% compaction. Response: This item should be addressed by others. Item 10: The calculations provided in Document 2 were obtained using an outdated version of the program Keywall ver 1b, Oct1, 1997. There are more up to date versions which could be used and are recommended by the Manufacturer. One being the version dated 2004. Please provide a statement that these calculations meet the current applicable standards of the City of Encinitas and the California Building Code. Response: This item should be addressed by others. Should you have any questions regarding this document, please contact our office at your convenience. Very truly yours. SOUTHERN CALIFORNIA SOIL*, TING, INC. 9p e < 2 D � Daniel B. d r, R 36037 ^ � m Vice Presid nt 06 r r DBA:sd (2) Addressee (2) Weir Bros. E�� e cam= �. Approximate Sc- 1 " =60' 4 .... .(L...m JOSf WIS 114L((S r � _ , BMP LEGEND IF ti Surficial Slope Stability SLOPE SURFACE ASSUMED PARAMETERS Considered conservative for existing fill z = DEPTH OF SATURATION = 3' a = SLOPE ANGLE = 27' 6w= UNIT WEIGHT OF WATER = 62.4 pcf 6T= SATURATED UNIT WEIGHT OF SOIL = 130 pcf 0 = APPARENT ANGLE OF INTERNAL FRICTION ALONG PLANE OF FAILURE = 25° c = APPARENT COHESION ALONG PLANE OF FAILURE = 300 psf FS =c+TTAN0 = c +(d7- Xw)zCOS aTAN4 T 6T z SIN a COS a FS = 2.4 SOUTHERN CALIFORNIA KIRKSEY /SINGER RESIDENCE S T SOIL & TESTING, INC. BY: DBA SD DATE: 12/1/2005 SG JOB NUMBER: 0511130-3 IPLATE NO.: 2 lGe!opacifica, Inc. Memo To: Ruben Macabitas, Engineering Front James Knowlton, Geotechnical Consultant Date: 1/31/2006 Re: Review of Construction Change and Retaining Wall Calculations, 3515 Jasmine Crest, Encinitas, California, 9489GI, Case #98 -292 In response to your request I have reviewed the report titled 'Retaining Wall Calculations, Keystone Walls for Kirksey Residence, 3515 Jasmine Crest, Encinitas, CK, by Jose Luis Robles, dated January 23, 2006.1 have also reviewed the grading plan for the project, 9489 -GI The purpose of my review was to determine if the subject report meets the requirements of the City of Encinitas grading ordinance, Municipal Code and generally accepted standards of care for segmental retaining walls reports. Based upon my review the subject report does meet the abovementioned requirements and is approved. 0 Page 1 CITY OF ENCINITAS 1 Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 for Dept use only. Fax Date: Note to Engineer of Work: The department indicated below l� Sufis Engineering Department Frx:() has issued plancheck comments on a project currently (o L /° in process with the City. Please ineer orworwContact Person ) contact the planchecker Ph: (G(�j ) - �i 4 listed below with any listed Geotech reviewP` questions. Engineering Transmitt ed To: Transmittal Date: - J Is - 06 Case # �O _� ), SDWD ❑ Fire ❑ Parks & Rec. ❑ Planning & Bldg ❑ Public Works ❑ File ❑ CC ❑ Geotech reviewP` k^'�`��r1 Engineering (see reverse) S. Transmitted By. S._[O_ w - Other ❑ Proiect Info: Own�e"r/ Des crip: K6✓6k-e,,ff Site Address: TS s 6c. /s'w ,e, Crest - APN: a6 Li - 5LIO -07 Plancheck Comments: To discuss these comments, please contact: Planchecker: Drawing M Cf q8? - (_r Case # �O _� ), Grading Impv ❑ Map (FM, PM Other ❑ As -built ❑ CC ❑ Plancheck at Phone # 2 3 4 5 6 mylars CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 Transmitted to Engineering Planchecker: Soils Report ❑ Cost Estimate ❑ Title Report ❑ Covenants ❑ Recording Fee ❑ Hydrology Report ❑ Resolution ❑ Permission to Grade ❑ Tentative Map/ PM ❑ Set/ Calcs for SMR ❑ Impervious Surface Statement ❑ Additional Comments: RETAINING WALL CALCULTIONS KEYSTONE WALLS for KIRKSEY RESIDENCE 3515 JASMINE CREST ENCINITAS , CA PREPARE EXA L 3c �� Clvll. OFC KEYSTONE RETAINING WALL DE, .N Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 KevStone Retaining Wall Systems Project: 3515 Jasmine Crest Proj No: Design Parameters Soil Parameters 6 c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 30 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: page / of G Date: 1/20/2006 By: y Dd 120 120 120 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tull RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: H =3 Unit Type: COMPAC Leveling Pad. Crushed Stone Wall Ht: 3.00 ft Level Backfill embedment: 0.50 ft Surcharge: LL — 100 psf uniform surcharge Results: Sliding Factors of Safety: 2.11 Calculated Bearing Pressure: 459 psf Eccentricity at base: 0.10 ft Reinforcing: (ft & Ibs1ft) Wall Batter: 0.00 deg. DL — 0 psf uniform surcharge Overturning Bearing Shear 8.73 10.18 10.56 Laver Height Length Reinf. Tal 1 2.00 4.00 Gen -10+ 326 Reinforcing Quantifies (no waste included): ( Efficiency= 55% ) Gen -10 +: 0.44 sy/ft Tension Tconn 157 326 Bending 3.59 FSpo 2.68 YSTOiVE RETAiNiNG WALL DES -N Based on Rankine- wiBatler (modified soil interface) Metnodoioov KPvWali Ver 1b. Oct 1. 1997 nevStone Retarnlno Wall Svstems Prninrr 7515 Jasmine Crest Prni No Design Parameters Soil Parameters m cc psf Reinforced Fill 30 0 Retained Fill: 30 0 Foundation Fill: 30 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone. 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: - 2 - Date: 1/20/2006 RV' v ocf 1 120 120 --t 120 H 2.00 1.50 Bearing 2.00 1.50 Serviceability 1.00 Reinforcing Parameters: Generic Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: H =4 Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad Crushed Stone Wall Ht 4.00 ft embedment: 3.50 ft Level Backfill Surcharge: LL — 100 psf uniform surcharge DL — 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.81 7.01 18.84 5.68 1.25 « Calculated Bearing Pressure: 614 psf Eccentricity at base: 0.21 ft Reinforcing: (ft & Ibs /ft) Laver Height Length Reinf. Tal Tension Tconn FSDo 1 2.67 4.50 Gen -10+ 346 300 346 1.77 Reinforcing Quantities (no waste included): ( Efficiency= 90% ) Gen -10 +: 0.50 sy /ft .mvaNmr. n.mm.n: +.: •. n.. :..e.e..... uw: :+in Mu ulrv�y.bj -;iy � vj�� '5YET^"5 a5TA'NINC- WALL DI: 4 82s__ on Rankine- w/Batter (modified son Interface) PAethodolcov KnOV.111 Ver 1h OCS 1. 1997 KB'r'.cilvnc Rafainina i"iai( Systems Prniw -, 3515 Jasmine Crest Prni No r "inn Parameters Coil Dnmmatmm d r nef el ^forced ,rill: 30 n Octalned Fill. 30 0 Foundation Fill: 30 0 Reinforce Fill Tvoe: Silts & sands Unit Fill: Crushed Stone. 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties Connection Peak: Reinforcing Parameters: Generic Geogrids Tuft RFcr Gen -10+ 1669 167 Analysis: New Case Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL — Results: COMPAC Crushed Stone 6.00 ft 120_. 120 120 -'g- 6 ^rte, Date: 120/2006 Br 2.00 1.50 Bearinq: 2.00 1.50 Serviceability: 1.00 RFd RFid LTDS FS Tal Ci Calls 1.20 1 10 757 1 50 5115 0 gn 095 embedment: 3.50 ft 100 psf uniform surcharge Sliding Factors of Safety: 1.51 Calculated Bearing Pressure. 1037 psf Eccentricity at base. 0.52 It Reinforcing (ft 8 Ibs/ft) Laver Height Length 2 < 4.67 5.00 1 2.00 4.50 Reinforcing Quantities (no waste included) Gen -10 +: 1.06 sy /ft Wall Batter 0 00 deg. DL — 0 psf uniform surcharge Overturning Bearing Shear 3.57 10.59 7.37 Reinf. Tal Tension Tconn Gen -10+ 346 231 346 Gen -10+ 467 273 467 ( Efficiency= 91% ) r.JWI,G I.C1011 puy YYPn VrJlCll lJ. Illy, 'W44 YYCDI / OOI J11CCl Tu11111lfi11Klllti IVIN 55405 Bending 1.25 « FSDo 1.53 5.18 KEYSTONE RETAINING WALL D AN Based on Rankine -w /Batter (modified soil interface) Methodology KevWall Ver 1b, Oct 1. 1997 KevStone Retainina Wall Systems Proiect 3515 Jasmine Crest Proi No Design Parameters Sca Pa ameters © c osf cf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill. 30 0 120 Reinforce Fill Type: Silts & sands Gen -10+ 467 Unit Fill: Crushed Stone. 1 inch minus 4.00 6.00 Factors of Safety Height Sliding: 1.50 Overtuming: Pullout: 1.50 Uncertainties: Connection Peak: Reinforcina Parameters: Generic Geoands page I of Date 1/20/2006 Rv' 5 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Tult RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: COMPAC 'aii Batter: 0.00 deg. Leveling Pad. Crushed Stone Wall HL 10.00 ft embedment: 3.50 ft Level Backfill Surcharge: LL -- 100 psf uniform surcharge Results: Sliding Factors of Safety: 1.55 Calculated Bearing Pressure: 1973 psf Eccentricity at base 1.05 ft Reinforcing (ft & Ibs/ft) DL - 0 psf uniform surcharge Overturning Bearing Shear Bending 2.59 5.77 4.66 1.25 << Laver Height Length Reinf. Tal 5 < 8.67 7.50 Gen -10+ 346 4 6.00 600 Gen -10+ 467 3 4.00 6.00 Gen -10+ 505 2 2.67 6.00 Gen -10+ 505 1 133 6.00 Gen -10+ 505 Reinforcing Quantities (no waste included): ( Efficiency= 92% ) Gen -10+ 3 50 sy /ft i�eiaisiiriu u.1,:4 Vv' ,i i riil'r titi I .nonnaan lia A.4N ';;4'i5 Tension Tconn FSDo 231 346 - 1.75 435 467 • 2.13 444 551 5.16 435 607 8.09 186 662 FS >10 (EYS T ONE RETAINING WALL DES. _.1 Baseg on RanKine -w /batter (mocinert soil Interface) Mem000loov KevWall Ver 1h Oct 1 1997 KRv.S1nne Retaininn Wall $v.SterriS omipM 3515 .Jasmine Crest PM No IOeslgn Parameters Snil Parameters A n psf Reinforced Fill: 30 0 Detained Fill: 30 0 Foundation Fill. 30 0 Reinforce Fill Type: Sibs & sands Unit Fill. Crushed Stone. 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: y pcf 120 1110 ,nn Date 1!202006 9v 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 110 757 1 50 505 090 095 Analysis: New Case Unit Type: Leveling Pad. Wall Ht: Level Backfill Surcharge. LL - Results: COMPAC Crushed Stone 8.00 ft embedment: 3.50 ft 100 psf uniform surcharge Sliding Factors of Safety: 1.52 Calculated Bearing Pressure: 1550 psf Eccentricity at base: 0.82 ft Reinforcing: (ft & Ibs /ft) Laver Height Length 4 6.67 6.00 3 5.33 5.00 2 3.33 5.00 1 1 33 5.00 Reinforcing Quantities (no waste included): Gen -10+ Gen -10 +. 2.33 sy /ft 579 Wall Batter: 0.00 deg. DL - 0 psf uniform surcharge Overturning Bearing Shear 2.68 7.02 4.80 Reinf, Tal Tension Tconn Gen -10+ 346 147 346 Gen -10+ 411 244 411 Gen -10+ 495 440 495 Gen -10+ 505 207 579 ( Efficiency= 76% ) :er>tci is Retaining Wall Systems. Inc. .1444 West 76th Street Minneapolis MN 55435 Bending 4.08 FSgo 2.12 1.65 3.24 FS >10 YEYSTONE RETAINING WALL C IN Based on Rankine -w /Batter lmodfied soil interta,el Methodoloav KeyWall Ver tb. Oct 1, 1997 KevStone Retatninq Wall Systems Proiect 3515 Jasmine Crest Prot No Design Parameters Soil Parameters m c osf -e Drf Reinforced Fill: 30 0 120 Retained Fill. 30 0 120 Foundation Fill. 30 0 120 Reinforce Fill Type. Silts & sands Unit Fill: Crushed Stone. 1 inch minus Factors of Safetv Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: gage W or lz Date: 1/202006 0..- 2.00 1.50 Bearing: 2.00 150 ServiceablOW. 1.00 Reinforcing_ Parameters: Generic Geoorids Tulf RFcr RFd RFid I_TDS FS Tal Ci Cds nnn_10+ 1669 1.137 1.20 1.10 757 1.50 545 0.90 0.95 .na -rietainlnD vvau aystems. inc. .:444 West I,dtn jtreet vitnnppinolm MN 55435 11 . T . . COIMFAC .A 411 0 -M n nn Lea ;iny tea... ..IuSWa..awll0 Vital; HL 42.00 ii eluLx jii anL 3.50 R Levei Backflii Surcnarae: LL — 111U psi undornl surcnar0_e DL — u Dst uniform surcharge kesuits sndinq uyeriuming Hearing bnear tsendin Factors of Safety: 1.68 2.54 4.96 4.66 4.08 Calculated Bearinq Pressure: 2399 Dsf Eccentricity at base: 1.27 ft Reinfocninq (ft & Ibs /ft) Laver Heiaht Length Reinf. Tal Tension Tconn FSDo 8—< 10.67 8.50 6en -10+ 346 231 346 • 1.57 7 A nn 7 nn r pn -1n+ AR7 AI5 4R7 • 1 Q1 R R_ rlrt 7 nn r,nn_1n+ anr. AAA RR1 A R_7 S A A7 7 nn f_nn_1n+ RnR AIR Rn7 7 71 33 7 vv �.'..^..• 1flr 5n5 me _ can [IIM '1 n - 4.W f.VV nn. cnc VQII -IV• WJ An& YLV COa WV rc�.n 1 J' IV i.JJ 7.VV t]CIY IV+ WV JW VUV FJi1V li67 r.VU Geli-10+ 605 V 666 6110 =reinforcing Quantities (no waste inciuded): ( Efficiency= d i % j Lien -10 +: b.J9 Sy /tt .na -rietainlnD vvau aystems. inc. .:444 West I,dtn jtreet vitnnppinolm MN 55435 ;I�� Q SOIL & TESTING. i" 2 0 a V r 0 D E C E w VIH� � 2 MN ENGINEERING SERVICES CITY OF ENCINITAS VHONE P.O. Box 600627 (619)280 -4321 San Diego, CA 92160 -0627 T (87 7 L E a E E 7) 215 -4321 6280 Riverdale Street E A x San Diego, CA 92120 (619) 280 -4717 ww Scst.com UPDATE REPORT KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA PREPARED FOR: MR. DAVID KIRKSEY MS. ROXANNE SINGER 964 RANCHO SANTA FE ROAD ENCINITAS, CALIFORNIA 92024 PREPARED BY: SOUTHERN CALIFORNIA SOIL 8 TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 Q SOIL 8 TESTING. 1rv1 2 6 O PHONE - (619) 280 -4321 i � TOLL FREE z s (877) 2154321 W 2 F A X � (619) 280 -4717 0 June 21. 2005 Mr. David Kirksey Ms. Roxanne Singer 964 Rancho Santa Fe Road Encinitas, California 92024 Subject: UPDATE REPORT KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 w .Scst.com SCS &T No. 0511130 Report No. 1R Reference: "Summary of Field Observations and Tests for Relative Compaction, City of Encinitas Tract No. 92 -108'; prepared by Southern California Soil and Testing, Inc.; dated January 24, 2000 (SCS &T 9811318-7). Dear Mr. Kirksey and Ms. Singer: In accordance with your request we have completed an update report for the subject project. The findings and recommendations of our study are presented herewith. In general, the findings of this study indicate that the site is suitable for the proposed development. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Dan' dler, Vice Press ent DBA:sd (4) Addressee Michael P. Farr, CE Associate Engineers TABLE OF CONTENTS SECTION PAGE 1 INTRODUCTION AND PROJECT DESCRIPTION ....................................... ..............................1 2 FINDINGS ... _ ........................».......... ...................................................................... 1 2.1 SITE DESCRIPTION ........................................................................................... ............................... 1 2.2 SUBSURFACE CONDITIONS ............................................................................... ..............................I 2.2.1 .Soil Description ........................ ............................................................ ..............................1 3 CONCLUSIONS ........................ 4 PRELIMINARY RECOMMENDATIONS ..........2 ...........2 4.1 GRADING .......................................................................................................... ..............................2 4.1.1 Site Preparation ....................:................................................................. ..............................2 4.1.2 Undercut .................................................................................................. ..............................2 4.1.3 Processing of Fill Areas .......................................................................... ..............................2 4.1.4 Subdrain .................................................................................................. ..............................2 4.1.5 Oversized Rock ........................................................................................ ..............................2 4.1.6 Compaction and Method of Fill ing ......................................................... ..............................3 4.1.7 Surface Drainage .................................................................................... ..............................3 4.1.8 Grading Plan Review .............................................................................. ..............................4 4.1.9 Earthwork ................................................................................................ ..............................4 4.2 FOUNDATIONS .......:......................................................................................... ..............................A 4.2.1 General .................................................................................................... ..............................4 4.2.2 Reinforcement .......................................................................................... .....................%........5 4.23 Groundthak ing ........................................................................................ ..............................5 4.2.4 Foundation Excavation Observation ....................................................... ..............................5 4.2.5 Settlement Characteristics ....................................................................... ..............................5 4.2.6 Expansion Characteristics ...................................................................... ..............................5 4.2.7 Foundation Plan Review .................................................:....................... ..............................6 4.3 SLABS -0N - GRADE ............................................................................................ ..............................6 4.3.1 Interior Slab -on- Grade ............................................................................ ..............................6 4.3.2 Exterior Slab -on- Grade ........................................................................... ..............................6 4.4 EARTH RETAINING WALLS ............................................................................... ..............................7 4.4.1 Foundations ............................................................................................. ..............................7 4.4.2 Passive Pressure ...................................................................................... ..............................7 4.4.3 Active Pressure ....................................................................................... .................._...........8 4.4.4 Waterproofing and Subdrain Observation .............................................. ..............................8 4.4.5 Rackfill .................................................................................................... ..............................8 4.4.6 Factor of Safety ....................................................................................... ..............................8 5 LIMITATIONS...._ _........_............ 5.1 REVIEW, OBSERVATION AND TESTING ............................................................. ..............................5 5.2 UNIFORMITY OF CONDITIONS ........................................................................... ..............................9 5.3 CHANGE IN SCOPE ............................................................................................ ..............................9 5.4 TIME LIMITATIONS ........................................................:.................................. ..............................9 5.5 PROFESSIONAL STANDARD .............................................................................. ..............................9 TABLE OF CONTENTS (Continued) SECTION ATTACHMENTS PLATES Plate 1 Subdrain Detail Plate 2 Typical Wall Subdrain Detail APPENDICES Appendix A Grading Recommendations Appendix B Technical Bulletin I:7_CeU SC ST < SOIL S TESTING. i9' i O i v z a 0 0 PHONE P.O. Box 600627 (619)280 -4321 San Diego, CA 92160 -0627 TOIL FREE (877)215 -4321 6280 Riverdale Street F A x San Diego, CA 92120 (619) 280 -4717 www.Scst.com UPDATE REPORT KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA 1 INTRODUCTION AND PROJECT DESCRIPTION This report presents the update report for a proposed residential structure to be constructed at 3515 Jasmine Crest in the city of Encinitas, California. It is our understanding that the subject project will consist of a single -story residential structure of wood -frame construction. Shallow foundations and conventional concrete slab -on -grade floor systems are anticipated. Exterior and interior retaining walls up to about 8 feet in height are proposed. Grading will consist of cuts and fills less than about 9 feet in depth. To assist in the preparation of this report, we were provided with an undated street grading and roundabout plan prepared by Gerald Dalziel. 2 FINDINGS 2.1 SITE DESCRIPTION The subject site is trapezoidal- shaped parcel of land located at 3515 Jasmine Crest in the city of Encinitas, California. The site is further described as Lot 7 of City of Encinitas Tract 92 -108. The property is presently vacant and was graded to its present configuration in 1999. The site is bounded on the north by Jasmine Crest and is otherwise surrounded by developed and vacant land. Topographically, the site consists of a flat lying building pad surrounded with cut and fill slopes. 2.2 SUBSURFACE CONDITIONS 2.2.1 Soil Description The subject site is underlain by compacted fill and metavolcanic rock. Fill soils underlie the entire building pad to depths ranging from about 3 feet to 25 feet below existing grade, increasing toward the south. The fill consists primarily of clayey sands (Expansion Index = 34) with rock fragments. Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Page 2 3 CONCLUSIONS In general, no geotechnical conditions were encountered which would preclude the development of the site as presently proposed provided the recommendations presented herein are followed. The main geotechnical conditions encountered that will affect the development of the site, as presently planned, are the presence of relatively deep fill soils, as well as proposed cuts for driveway realignment. It is recommended that foundation and concrete slab -on -grade considerations be implemented to account for the existing fill depth and differential thickness. Proposed driveway cuts will likely encounter hard metavolcanic rock requiring heavy ripping and rock breaking equipment. Cuts for building construction may also encounter hard rock. 4 PRELIMINARY RECOMMENDATIONS 4.1 GRADING 4.1.1 Site Preparation It is recommended that existing surficial soils underlying the building pad be removed to a depth of 2 feet. 4.1.2 Undercut It is recommended that near surface hard rock be undercut to a minimum depth of 3 feet below pad grade or 1 foot below the deepest footing, whichever is more. 4.1.3 Processing of Fill Areas Prior to replacing excavated soils or filling over competent ground or approved bottoms of excavations, the exposed materials should be scarified to a depth of 12 inches, watered thoroughly, and compacted to at least 90 percent relative compaction as determined in accordance with ASTM D 1557 -00, Method A or C. All references to relative compaction in this report are based on this test method. 4.1.4 Subdrain A subdrain may be recommended around the proposed building pad. A typical subdrain configuration is shown on Plate 1. This requirement will be evaluated during grading. 4.1.5 Oversized Rock Oversized rock is defined as rock exceeding 6 inches in maximum dimension. Oversized rock should not be placed in structural fills. ltq�OA Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Page 3 4.1.6 Compaction and Method of Filling All structural fill should be compacted to a relative compaction of at least 90 percent. Fills should be placed at or slightly above optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by the project geologist or geotechnical engineer. Fill material should be free of rocks or lumps of soil in excess of 6 inches in maximum dimension. Oversized rock may be place as discussed in the preceding paragraph. Fills should be benched into temporary slopes and into competent natural soils when the natural slope is steeper than 5:1 (horizontal to vertical). Keys should be constructed at the toes of all fill slopes. The keys should extend at least 1 -foot into firm natural ground and should be sloped back at least 2 percent into the slope. Keys should have a minimum width of 15 feet. Utility trench backfill within 5 feet of the proposed structures and beneath pavements should be compacted to a minimum of 90 percent relative compaction. The upper 12 inches of subgrade beneath paved areas should be compacted to 95 percent relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. All grading and fill placement should be performed in accordance with the County of San Diego Grading Ordinance, the California Building Code, and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix A. 4.1.7 Surface Drainage Final surface grades around the proposed buildings should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward appropriate drainage facilities. Rain gutters on the structures that discharge runoff away from the buildings are recommended. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without ponding. In general, we recommend that the ground adjacent to structures slope away at a gradient of at least 2 percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5 percent within the first 5 feet from the structures. Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Page 4 Drainage patterns approved at the time of fine grading should be maintained throughout the life of the proposed structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 4.1.8 Grading Plan Review The grading plans should be submitted to this office for review to ascertain that the recommendations contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 4.1.9 Earthwork All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. The special site preparation recommendations presented in the sections above supersede those in the standard Recommended Grading Specifications. Embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to a minimum of 90 percent of its maximum dry density. The upper 12 inches of subgrade beneath paved areas should be compacted to 95 percent relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. 4.2 FOUNDATIONS 4.2.1 General Conventional shallow foundations may be utilized for the support of the proposed improvements. The footings should have a minimum depth of 18 inches below lowest adjacent finish pad grade (below interior slab -on -grade and sand blanket) for single and two - story structures, respectively. A minimum width of 12 and 24 inches is recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 pounds per square foot (psf) may be assumed for said footings. The bearing capacity may be increased by 1/3 when considering wind and /or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum setback distance of 7 feet exists between the outside bottom edge of the footing and the face of the slope. For retaining wall footings, a minimum setback of 10 feet is recommended. 0 Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Page 5 4.2.2 Reinforcement Both exterior and interior continuous footings should be reinforced with at least two No. 5 bars positioned near the bottom of the footing and at least two No. 5 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. 4.2.3 Groundshaking The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the fault zones mentioned above. As per the 2001 California Building Code (CBC), the following data is presented for the subject site. Seismic Zone 4: Z =0.40 Source Fault: Rose Canyon Fault Seismic Source Type: B Soil Profile Type: So Distance to Seismic Source: >10 kilometers Near - Source Factor Na = 1.0 Near - Source Factor N, = 1.0 Probable ground shaking levels at the site could range from slight to strong depending on the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the structures. 4.2.4 Foundation Excavation Observation It is recommended that all foundation excavations be approved by a representative from SCS &T prior to forming or placement of reinforcing steel. 4.2.5 Settlement Characteristics The anticipated total and differential settlements for the proposed structures can be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. 4.2.6 Expansion Characteristics The prevailing foundation soils were found to be nondetrimentally expansive. The recommendations in this report reflect this condition. SIC Sr Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130 -1 R Page 6 4.2.7 Foundation Plan Review The foundation plans should be submitted to this office for review to ascertain that the intent of the recommendations contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 4.3 SLABS -ON -GRADE 4.3.1 Interior Slab -on -Grade Concrete slabs -on -grade should have a thickness of 5 inches and be reinforced with at least No. 4 reinforcing bars placed at 18 inches on- center each way. Slab reinforcement should be placed approximately at mid - height of the slab and should extend at least 6 inches into the footings. Slabs -on -grade should be underlain by a 4 -inch thick blanket of clean, poorly graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. This blanket should consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively. Where moisture sensitive floor coverings are planned, vapor retardant should be placed over the sand layer. An additional 2 inches of sand should be placed over the vapor retardant. Typically, visqueen is used as a vapor retardant. If visqueen is used, a minimum 10 -mil is recommended. It is our understanding that the moisture protection layer described above will allow the transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under normal conditions. Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions. If this amount of moisture is excessive, additional recommendations will be provided by this office. It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications. In addition, over - watering should be avoided, and good site drainage should be established and maintained to prevent the build -up of excess sub -slab moisture. 4.3.2 Exterior Slab -on -Grade Exterior concrete slabs should have a minimum thickness of 4 inches and should be reinforced with at least No. 3 bars at 18 inches on center each way. All slabs should be provided with weakened plane joints. Joints should be placed where cracks are anticipated to develop naturally, and should be in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Alternative patterns consistent with ACI guidelines also can be used. The landscape architect can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs -on- grade. Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Page 7 A concrete mix with a 1 -inch maximum aggregate size and a water /cement ratio of less than 0.6 is recommended for exterior slabs. A lower water content will decrease the potential for shrinkage cracks. It is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch. This suggestion is meant to address early driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the "Standard Specifications for Public Works Construction" ( "Greenbook "), prepared by Public Works Standards, Inc. It would be prudent to consult with a materials engineer regarding the concrete mix design, and to retain a registered special inspector to observe the placement of concrete. Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing and redistribution of stresses. Some shrinkage cracks should be expected and are not necessarily an indication of excessive vertical movement or structural distress. Factors that contribute to the amount of shrinkage that takes place in a concrete slab include joint spacing, depth, and design; concrete mix components; water /cement ratio and surface finishing techniques. According to the undated 'Technical Bulletin" published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association (see Appendix B), flatwork formed of high -slump concrete (high water /cement ratio) utilizing 3/8 -inch maximum size aggregate ( "Pea Gravel Grout" mix) is likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. 4.4 EARTH RETAINING WALLS 4.4.1 Foundations The recommendations provided in the foundation section of this report are also applicable to earth retaining structures. 4.4.2 Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 300 psf per foot of depth. This pressure may be increased by 1/3 for seismic loading. The coefficient of friction between concrete and the underlying material may be assumed to be 0.3. When combining frictional and passive resistance, friction should be reduced by 1/3. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls. Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey /Singer Residence SCS&TNo. 0511130-1R Page 8 4.4.3 Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 35 pounds per cubic foot (pcf). For restrained walls, an equivalent fluid pressure of 50 pcf may be assumed. An additional 15 pcf should be added to said values for 2:1 (horizontal: vertical) sloping backfill conditions. These pressures do not consider any other surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect. A typical wall subdrain detail is provided on the attached Plate No. 2. 4.4.4 Waterproofing and Subdrain Observation The geotechnical engineer should be requested to verify that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, we will not verify proper application of the waterproofing. 4.4.5 Backfill All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the grout has reached an adequate strength. 4.4.6 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design. 5 LIMITATIONS 5.1 REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the California Building Code. It is recommended that SCS &T be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- I R Page 9 5.2 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and /or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. 5.3 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. 5.4 TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the standards -of- practice and /or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. 5.5 PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. s is NDERcu'T SUBDRAIN DET.UL Not to Scale 5' minimum fti»sh Grade Native Soil RtirMi 140 ; q' or equivalent �__ i `AinAmum 1 of 3 /4" crushed rods j Native 2%= 2 , 4" perforated plastic pipe. Soil MR35 or equivalent, holes down. Minimum 1 % to drain. Concrete plug at solid pipe connection SC SOUTHERN CALIFORNIA L KIRKSEY /SINGER RESIDENCE S T SOIL & TESTING, INC. BY: DBA DATE: VT 'pical Retaining wall Subdrain Detail Not to Scale Uiradrain 6000 Compacted or equivalent, p Fill 213 wall height 10 Floor Slab 0 Filter Fabric between rock and soil Q Backcut Q Waterproof back of wall following architects specifications Q 4' minimum perforated pipe. SDR35 or equivalent. holes down, t o fall to outlet, top of pipe below top of slab, encased in 3.4' crushed rock. Provide 3 cubic feet per !inear fool crushed rock minimum. Crushed rock to be surrounded by filter fabric (Mirafi 140N or equivalent), with 6' minimum overlap. Provide solid outlet pipe at suitable location. SC SOUTHERN CALIFORNIA KIRKSEY /SINGER RESIDENCE ST SOIL & TESTING, INC. BY: DBA DATE: 06.20 -05 JOB NUMBER: 0511130 -1 PLATE NO.: 7 APPENDIX A Mr. David Kirksey/ Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 05 1 1 130 -1 R Appendix A. Page 1 KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the accompanying report and /or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D 1557 Density of Soil In -Place - ASTM D 1556 or ASTM D 2922 Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS&T No. 0511130.1 R Appendix A. Page 2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground, which is defined as natural soils which possesses an in -situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soils. The lower bench shall be at least 10 feet wide or 1 -112 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above - described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and /or a qualified Structural Engineer. Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Appendix A, Page 3 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non - structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than 4 feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over -built and cutback to finish contours after the slope has been Mr. David Kirksey I Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Appendix A. Page 4 constructed. Slope compaction operations shall result in all fill material 6 or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. E Mr. David Kirksey "Ms. Roxanne Singer June 21, 2005 Kirksey i Singer Residence SCS &T No. 05 1 1 130 -1 R Appendix A, Page 5 SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29 -C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. SST APPENDIX B Suuthern Califi,mia Ruck Products Association Southern California Readv 1lixed Concrete Association TECHNICAL BULLETIN 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southern California for slabs on grade. Many complaints of `poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready -mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional I" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more Fluid or pumpable. This increased shrinkage will cause more cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water /cement ratio that also leads to lower strengths and more cracking. Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage potential that contains the maximum size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage of the cement paste. Suggested Spacing of Control Joints thickness Less than ' /-in. aggregate --.r,. than '' / -in. Slump less Control Join t inches spacing, it aggregate spacing,fL than 4-in. Min. depth spacing,fL Inches 3 ti 9 4 8 10 0.75 5 5 10 12 1.00 12 15 1.25 7 14 15 1.50 18 11 ..1 1.75 Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. ME Concrete is an excellent building material for residential construction. In addition to its superior overall appearance, it can be molded to many shapes and finished with many textures. Concrete may be colored or combined with stone, brick, or tile paving in many interesting patterns. Concrete is a good material to use for ground cover. Concrete slabs are low- maintenance, long - lasting home additions, especially when compared to other materials. With carefull planning the average homeowner can construct his own patio or sidewalk, or he may choose to employ an experienced contractor. In either case the homeowner should familiarize himself with these guidelines so that the end result will be consistent with the homeowner's desires. a a • ro. 1 Swme +ou - LAYOUT - JOINTS The first task of the planning process is to determine th location and slope of the concrete. The concrete should be slope so that water drains away from buildings and does not accumulat in low spots. A slope of 1 to 2% (or 1/8 to 1/4 inch per linear foot is generally recommended- Concrete shrinks as it dries out and therefore will crack. If order to control cracks into straight lines and to minimize thl occurrence of cracks, "contraction" and "isolation" joints are cu or tool grooved into concrete slabs. "Joints" are simpll weakened cross sections in slabs resulting in good looking preplanned cracks. (figure 2) IMS Iaolefi0n �lpants Steps Fnxt "ik . . - Daukle -cer 0nve" p f1411!4C; � Concrete walks, driveways. and patios should be pmvided with property - placed joints. Control joints SAWED TOOLED SLAG -4 •J! n!' .7 '...� .. •��s. •'.�. solL pll�lpl— —II rIY3Yrplsoa —IV CONCFi CRAClta snow Jones Fig, 2 A) "Contraction Jaliota•'are grooves built into slabs which allow the concrete to break in a straight line. The maximum distance between contraction joints should generally be held down to about 10 feet. Slab sections should be approximately square and should not be L- shaped. The length of a slab should not exceed 1.5 times the width. Driveways which are two can wide should be provided with a joint down the middle of the driveway (figure 1). Joints should be cut to a depth equal to at least 1/4 of the thickness of the slab (e.g. I" deep in a 4" thick slab). If the joint is to be created by saw - cutting rather than by grooving with a tool before the concrete has hardened, the saw cutting should be done no later than the day after the concrete is placed (especially during hot weather), the same day, if possible. B) `Isolation Joints" which separate the slab from adjacent fixed structures such as house footings and plumbing fixtures will allow the concrete to shrink back from those structures instead of cracking out in the middle of the slab. In order to prevent the new slab from bonding to existing structures and pipes, the slab should be isolated by placing premolded joint material or building paper between the new slab and those swcmres (figure 3). Either avoid installing drains cast into the new slab, or allow for slab movement around the drain. A wide joint space may be filled with caulking later. Isolation joints Isolation joint JIL ' s — SL. When the slab shrinks, it is free to move, thus preventing a crack. It the foundation settles, the slab is not affected. Fig. 3 JS* isolation jams between concrete sections that need to move relative to each other. SLAB THICKNESS - REINFORCING Most walks and driveways are constructed approximately 4" thick unless vehicles heavier than cars frequently pass over tha concrete. If the slab is subjected to heavier loads, a thickness o 5" is usually recommended. It is important that the slabs an uniformly thick. They should be as thick in the middle as they an at the edges. Wue fabric or other types of steel reinforcing ate generally no needed or recommended for walks, patios, and driveways. FORMWORK AND SUBGRADE PREPARATION It's important that the soil beneath the slab is cut to a uniform depth, is firm and compacted, and is moist but not wet. This soil must be stable or the concrete will crack. It is usually not necessary to place plastic sheeting under exterior concrete slabs and it is never recommended that the concrete is placed directly onto plastic sheeting. If plastic sheeting is to be used, place a 2" layer of damp, not wet, sand on top of the plastic so that the concrete can dry out uniformly throughout its depth. Formwork must be sturdy and adequately braced, 2 x flinch boards are generally used and should be staked no more than 4 feet apart All "butt joints•' in the lumber should be backed up with a stake (figure 4). Remember, you will not have time to construct or reconstruct the formwork when the concrete arrives so do the necessary work now! Put stake at all bull joints. TOOL UP FIRST! ( 4 Fig. 4 I I tJl saL After nailing• cut off stake low easier finishing. Now is the time to line up the necessary tools, or to make sure the contractor has the tools he needs. A) Sturdy wheelbarrows or buggies are needed if the concrete can not be placed directly from the truck chute, and if the concrete is not going to be pumped. A sturdy "wheelbarrow operator' or two would be a nice addition to the labor crew. B) Short- handed, square -ended shovels are used to spread out the concrete in the forms, and to tamp down the concrete along the edges of the slab. C) A straightedge (usually a 2 x 4 board) is used to strike off and level the concrete using a sawing style motion. D) A wood or metal float is used to further level the concrete without scaling the surface (figure 5). Bull floats may be either wood or magnesium. For non -air- entrained concrete, wood bull floats may be best but for air - entrained concrete, metal bull floats are better. Bull floats are used to get nd of the high and low spots after staightedging. E) Edger tools should be used all the way around the exposed edges so that a rounded edge is formed. In addition to making the concrete look good, rounded edges are safer is case of trips and falls. F) Jointing tools are used to cut straight grooves into the concrete. The jointing tool should have a blade depth of at least one -fourth the depth of the slab (figure 6). A contractor may elect to saw -cut joints the next day or may use premolded plastic strips. G) A trowel is used to seal and compact the top surface of the concrete. Repeated troweling will create a hard smooth slippery surface which usually is not desirable for exterior concrete exposed to rain or other water. Fig. 6 A straightedge such as a board, t inch thick and at least 6 inches wide, s recommended as a guide when scoring with a groover. H) A semi -stiff bristled push -broom may be used to create roughened non -slip surface. In addition to providing an excelle non -slip surface, the use of a "broom finish" reduces 1 eliminates the need for troweling (figure 7). I) A heavy spray application of liquid curing compound is d most practical method to prevent rapid drying and cracking of d slab. Water may be used istead but the concrete must be kel continually wet for three to seven days. The use of plast sheeting may cause strong discoloration of the concrete surface ORDERING YOUR CONCRETE If you order your own concrete, consult with your local readl mixed concrete producer to select the correct concrete rrtixtul for your steeds. Unless your house is located at high elevatior where freezing and thawing occurs regularly, there is no need t use air -entraining admixtures. Be sure to tell the supplier if the concrete is to be pumped int place. Be sure that the truck has access to the point at which yo want him to discharge his load. Check the width of driveways are, the height of overhead power and telephone lines. Be advise- that concrete trucks are heavy and may crack existing walks am driveways. The use of pea gravel (3/8'� pump mix is no recommended fo residential use. This type of concrete shrinks more when it drie than concrete made with 1" gravel. Because it shrinks more i also cracks more. If the homeowner must use a 3/8" pump mix please refer to the technical bulletin, 3/8" Aoere¢ ate "Pea rav Grout" Mix for I< in Flatwork, published by the Technical Committee of the Southern California Ready Mixed Concrete Association. Concrete is sold in units of cubic yards (1 cubic yard equals 2. cubic feet). Order quantities small enough so that you can place and finish the concrete before it hardens. An experiences homeowner should order no more than 3 cubic yards at one time and should have at least one other person to help. Avoid placing Fig. 7 Broomed finish can be obtained by pulling damp brooms across hashty- floated a troweled surfaces. concrete during very hot and windy weather, or at least get more help. Concrete placed during hot weather will dry sooner and has a tendency to crack_ When placing your order remember to include an allowance for an additional 10 %. This should prevent you from coming up just short of what you need due to waste, spillage, and variations in measurements. SAFETY Exercise crowd control over children, dogs, neighbors and the like. Beware of trucks as they back into position. Wear protective clothing like rubber gloves to keep the wet concrete off of your skin. People with sensitive skin can have their skin irritated by wet concrete. SUMMARY Further information including advice on special finishes is contained in the list of references in this publication. Building residential driveways, sidewalks and patios of concrete is a good outdoor project for the homeowner. Hopefully these guidelines will assist you in completing a successful and satisfying job. (Illustrations in this publication courtesy of the National Association of Home Builders, the American Concrete Institute, and Portland Cement Association.) REFERENCES I. "Concrete in Practice" (CIP) Series. Available from Nations Ready Mixed Concrete Association, 900 Spring Street, Sit,, Springs, Maryland 20910. 2. "Cement Mason's Guide," Publication No. PA122.02H, Porilan, Cement Association, 5420 Old Orchard Road, Skokie, Illinoi 60077 3. "Residential Concrete," National Association of Home Builders 15th k "M" Sueen, N.W., Washington, D.C. 20005. 4. "Concrete Craftsman Series - Slabs on Grade," American Conemb Institute, P.O. Box 19150 Redford Station, Detroit, Michigat 48219. 5. "Finishing Concrete Slabs, Exposed Aggregate, Patterns, ato Colors" Publication No. IS206.01T, Portland Cement Association 5420 Old Orchard Road, Skokie, Illinois 600Tf. PeP 1n C. As,ac,roon u,d ik SO i,(Dildmu RoerM m C� Aaa,anm aiur•a s"r .ns di,",p.o,r,ror ra s. Rgr.„a a u. n.ea �s,pe ar ra mr .avrq or ae a.m me i„rs,,,n er.sio�d q u. nue�unu.r, Phone (818) 441 -3107 for a list of our preferred ready mixed concrete providers. Southern California Ready Mixed Concrete Association ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering December 21, 2007 Attn: Wells Fargo Bank 276 A N. El Camino Real Encinitas, California 92024 RE: David Kirksey / Roxanne Singer 3515 Jasmine Crest APN 264 - 540 -07 Grading Permit 9489 -GI Final release of security Permit 9489 -GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, release of the remainder of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account # 7318911299 in the amount of $30,500.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633 -2779 or in writing, attention the Engineering Department. Sin Debra Geish Engineering lec hnician Subdivision Engineering CC: Jay Lembach, Finance Manager David Kirksey and Roxanne Singer Debra Geishart Fi le Enc. Financial Services - - 1 CityoJ�NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 15, 2006 Attn: Wells Fargo Bank 276 A N. El Camino Real Encinitas, California 92024 RE: David Kirksey / Roxanne Singer 3515 Jasmine Crest APN 264 - 540 -07 Grading Permit 9489 -GI Partial release of security Permit 9489 -GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved rough grade. Therefore, release of the remainder of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account # 7318911307 in the amount of $100,000.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633 -2779 or in writing, attention the Engineering Department. Sin� - w � Debra Geishart Engineering Tec ician Subdivision Engineering CC: Jay Lembach, Finance Manager David Kirksey and Roxanne Singer Debra Geishart File Enc. Financial Services TEL 760- 633 -2600 / FAX 760 - 633 -2627 505 S. Vulcan Avenue. Encinim, Catifomia 92024 -3633 Too 760- 633 -2700 1# recyded poW CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This box for Engineenng Depf use only FAX Fax Date: From: Plancheck Staff Engineering Department To: owe- � 6(�e C Engineer of WaWContad Person Fax: ( ) - Ph: (6f9 ) -0/"// Transmitted To:_ Transmittal Date: SDWD ❑ Fire ❑ Planning & Bldg ❑ Public Works ❑ Geotech review ❑ Transmitted Bv: Other Proiectlnfo: Owner/ Descrip: f<irk:5el Site Address: -5515 �asvn%neGesF APN: Plancheck Comments: To discuss these comments, please contact: Planchecker: Parks & Rec. ❑ File i® Engineering (see reverse) Plancheck # 1-A 3 4 5 6 at Phone # Drawing #: -/ Case # 7 0 Z-72— Grading Impv ❑ Map (FM, PM)❑ Other ❑ As -built ❑ CC IBOI Plancheck # 1-A 3 4 5 6 at Phone # Memo To: Ruben Macabitas, Engineering From: James Knowlton, Geotechnical Consultant Date: 1/31/2006 Re: Review of Construction Change and Retaining Wall Calculations, 3515 Jasmine Crest, Encinitas, California, 9489GI, Case #98 -292 In response to your request I have reviewed the report titled "Retaining Wall Calculations, Keystone Walls for Kirksey Residence, 3515 Jasmine Crest, Encinitas, CA', by Jose Luis Robles , dated January 23, 2006.1 have also reviewed the grading plan for the project, 9489 -GI The purpose of my review was to determine if the subject report meets the requirements of the City of Encinitas grading ordinance, Municipal Code and generally accepted standards of care for segmental retaining walls reports. Based upon my review the subject report does meet the abovementioned requirements and is approved. cl�N Pr d� ,ol P0. • Page 1 x,61 P' C10V WCJV✓ Y Capital Improvement Projects City O, f District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering January 3, 2006 David Kirksey and Roxanne Singer 964 Rancho Santa Fe Road Encinitas, CA 92024 Re: Grading Application 9489 -G Case No. 98 -292 TPM A.P.N. 264 -540 -07 3515 Jasmine Crest Permit issuance requirements This correspondence shall serve to briefly summarize the Engineering Permit process for drawing 9489 -G. The approved Drawings will remain valid for one year. If the Permit is not issued within six months from the date of approval of the drawings, the drawings are subject to review by City staff for compliance to current codes and regulations. The security for the grading plan (9489 -G) shall be posted simultaneously. In order to obtain the necessary Engineering Permits to construct per this Drawing, you will need to satisfy the requirements below. All necessary items must be submitted in one complete package at the time of permit issuance. �/(1) Provide 4 print sets of the approved drawing 9489 -G. &1>6vide 2 copies of Soils Report titled "Update Report Kirksey /Singer Residence, 3515 Jasmine Crest, Encinitas, California" by Southern California Soil & Testing Inc., dated June 21, 2005 and "Response to Third Party Review Case No. 98 -292, 9489 -GR, Kirksey /Singer Residence, 3515 Jasmine Crest, Encinitas, CA" by Southern California Soil and Testing, dated December 2, 2005. Post Security Deposits as follows: (a) GRADING PERMIT 9489 -G in the amount of $121,131.00 to guarantee both performance and labor and materials for earthwork, drainage, retaining walls, private improvements, and erosion control. l/ Up to 80% of the amount in 2(a) may be in the form of an auto - renewing Performance Bond, and, in the case of deferred monuments, a Labor and Materials Bond, issued by a State of California licensed surety company. Twenty percent of the amount in 2(a) has to be in the form of cash, certificates of deposit, a letter of credit, or an assignment of account. Any financial instrument's format is subject to approval and must list the City of Encinitas as a Certificate Holder. TEL 760 - 633 -2600 /FAX '60- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD?60- 6.33 -2,'00 /BCyCIBd papal L(<-�Pay non - refundable Inspection Fees and flood control fees: Permit Type Permit No. Amount Grading (inspection) 9489 -G $5,633.93 Flood Control 9489 -G $1 709.82 C -10 Electrical Lighting/signals C -12 Grading & Paving Any surface, certain drain - basins/channels The flood control fee is assessed at a rate of $0.21 /SF of impervious surface area as created per the approved plans. All of the fees and requirements as shown above must be submitted as one package at time of application for a permit, with the exception of sureties that are required to be posted prior to recording of a map. (4) Provide the name, address, telephone number, and state license number and type of the construction contractor. Construction of public improvements is restricted to qualified contractors who posses a state license as listed below. Type Description Work to be Done A General Engineering Any & all C -8 Concrete Apron/curb/gutter/ramp/sidewalk C -10 Electrical Lighting/signals C -12 Grading & Paving Any surface, certain drain - basins/channels 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 sewer /storm drain The contractor must also meet the minimum insurance requirements as stated on the accompanying handout. The applicant may be also obligated to provide proof of insurance, with the City of Encinitas listed as co- insured, which should meet the criteria in the handout as well in the executed covenants regarding improvements. (5) Permits are valid for no more than one year 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 9489 -G. Once the Engineering Permits are issued, advance notice of 48 hours must be given prior to you or your contractor scheduling the mandatory pre - construction meeting. For more details see General Notes number 9- (drawing 9489 -G). A separate Right -of -way Construction Permit will be required for any work in the public right -of -way or any public easements, if applicable. Typically, this work may include excavation, backfill, and resurfacing to install electric, gas, telephone, and cable television lines, and set their vaults and pedestals. A Permit Fee of $150.0 0 per application, and a site plan, preferably the work order issued by the public utility, will be required. The contractor license and insurance requirements will remain unchanged. Permits must be issued at least 48 hours in advance of the start of work. Haul Routes, Traffic Control Plans, and Transportation Permits are handled by the Traffic Engineering Division -see note number 36 on Grading Plan. For more details, contact Raymond Guarnes, Engineering Technician, at (760) 633 -2704. Security Release: Please allow 4 weeks for release of any securities. Any cash releases will be mailed to the above address unless otherwise notified and all letters mailed to financial institution will be copied to above owner. Any financial release will be initiated after final approval from the Engineering inspector. Construction changes, prepared by the Engineer of Work, should be submitted to the Engineering Services Department as redlined mark -ups on 3 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. As- builts of Drawing 9489 -G, prepared by the Engineer of Work will be required prior to Final Grading acceptance by Engineering Services. Satisfactory completion of Final Inspection is a prerequisite to full release of the Security Deposit assigned to any Grading Permit. This letter does not change owner or successor -in- interest obligations. If there should be a substantial delay in the start of your project, please request an update. Should you have questions regarding bonding, please call Debra Geishart at (760) 633 -2779. Should you have any other questions, please contact me at (760) 633 -2780, or you may wish to visit the Engineering Counter at the Civic Center. Sincerely, Ruben Macabitas Assistant Civil Engineer cc Jose Luis Robles, Civil Engineer Debbie Geishart, Engineering Technician Greg Shields, Senior Civil Engineer Masih Maher, Senior Civil Engineer permit/51e enc Application Requirements for Proof of Insurance Utility Trench Resurfacing Detail Security Obligation Agreements (various) C I T Y O F E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CP. 92024 GRADING PERMIT PERMIT NO.: 9489GI PARCEL NO. : 264 -540 -0700 JOB SITE ADDRESS: 3515 JASMINE CREST APPLICANT NAME DAVID KIRKSEY / ROXANE SINGER. MAILING ADDRESS: 964 RANCHO SANTA FE RD CITY: ENCINITAS STATE: CA ZIP: CONTRACTOR : MIKE LLOYD EXCAVATING INC LICENSE NO.: 713727 ENGINEER : JOSE LUIS ROBLES PERMIT ISSUE DATE: 1/12/06 PERMIT EXP. 5/04/06 INSPECT ETEF. HALL PERMIT ISSUED S'i --- -------- ---- ---- - - - - -- PERMIT FEES x DEPOSITS PLAN NO.: CASE NO.: 98292 / PHONE NO.: 760 -942 -2906 92024- PHONE '40.: 760-728-8661 LICENSE TYPE: A HONE NO.: 619 -889 -0141 1 1. PERMIT FEE .00 2. PLAN CHECK DEPOSIT: .00 3. INSPECTION FEE 5,633.92 4. INSPECTION DEPOSIT: .00 5. PLAN CHECK FEE .00 6. SECURITY DEPOSIT 1.21,13i.00 7. FLOOD CONTROL FEE 1,709.82 8. TRAFFIC FEE .00 - - - - - -- ------ - - - - -- DESCRIPTION OF WORK ----------------- -------- - - -- -- PERMIT ISSUED TO VERIFY PERFORMANCE OF GRADING AND DRAINAGE PER APPROVE-. PLAN 9489 -G. CONTRACTOR TO MAINTAIN TRAFFIC CONTROL PER W.A.T.C.H. STANDARDS OR CITY APPROVED TRAFFIC CONTROL PLAN. LETTER DATED 1j1 /0c APPLIES. - --- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOR'S SIGNATURE - - -- INITIAL INSPECTION COMPACTION REPORT RECEIVED ENGINEER CERT. RECEIVED ROUGH GRADING INSPECTION FINAL INSPECTION I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION. E PRINT NAME CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER. I /Z D(o D E SIGNED - -- — C1 -eill TELEPHONE NUMBER Sx c * vis tp;*"`'f APPLICATION NO ENGINEERING DEVELOPMENT APPLICATION i JO0 urF SS ASSF$sQg PARCEL NO, i _iS �rA�mine Cres+ z6y- S�0-o700 l •.1 1 ••1.i • - •.: 7�0 -94zZ z90 STATE LICENSE NO. b TYPE W S EN 111EFR WOR1MA_ MB X313 N��$0 I2;��rcinlP S1—. ADDRess �o12 Z$0- CITY, ST TOY� 7 TELEPHONE NO, REOISSTFUMON N ...�lau • V•aa. • nnr 7q-) FOR GRADING PLANS: OK FOR PLAN CHECK PLANNING DEPARTMENT DATE PLANNING CASE NUMBER ENGINEERING DEPARTMENT APPLICANT FEES ACTION FORM DATE I — I -3- -C) (a PERMIT NUMBER 9 Li 29 6-1 APPLICANT NAMED. w v'I f kSe-U Q) X ane E. S 1 v)Oe c FbA APPLICANT ADDRESS - 6�, q RAV\Ck8 %6JO., iF e, Rt DESCRIPTION AMOUNT CODE ACCOUNT NUMBER Agreement/Covenant Construction Exempt Organizations Grading Plancheck Grading Inspection Final Map Processing Parcel Map Processing Permanent Encroachment Improvement Plancheck Improvement Inspection Temporary Encroachment Street Vacation Street Name Change A.P.N. Report Security Deposit Structural Permit Coordinator d T CN EX GR 33.93 GI FM PM PE IR TE VA SN PIN SY L1: TOTAL . I Receipt # 101- 0000 - 345 -0100 101 -0000345 -0200 101 -0000- 345 -0400 101 -0000- 345 -0700 101 -0000- 345 -0800 101 -0000- 345 -0500 101. 0000.345 -0800 101 -0000- 345 -1100 i r r I r Z•R9rkid9 101 -0000- 345 -1100 101- 0000345 -1200 101 -0000- 345.1500 101 -0000- 345 -1300 101 -0000- 345 -2100 101 -0000- 218 -0000 101 - 6010451 4240 Check # L Cashier Initials ENGINEERING SERVICES DEPARTMENT City of Encinitas Capitol knprovemenl Proiecls Dislricl suppx l services Feld Operations SatWrvisaon Ergineervg lrolac Engineering Building Permit Number: 9�- .2 / or NONE �f� / (circle if applies) Assessor's Parcel Number:;�210 L/ - 5 _t/ [J- � - DEVELOPMENT FEE SUMMARY The City of Encinitas has adopted regulations that require the payment of fees that will contribute to the funding of new infrastructure needed as a result of private development projects. Impact fees assessed and collected through the City Engineer's office that have a citywide benefit are as follows and further described per the given references. Fees Flood Control Traffic Mitigation Account No. 232 -0000- 343.30 -00 233 -0000- 343.30 -00 Ordinance No. 97 -19 91 -24 Municipal Code 23.96 23.94 Other impact fees may be applicable, and include, but are not limited to, fire mitigation fees (Fire Prevention Bureau), park and recreation fees (Current Planning Division), school fees (Cardiff School District, Encinitas Union School District, or San Dieguito Union High School District), sewer fees (Cardiff Sanitation District, Encinitas Sanitary District, or Leucadia County Water District), water fees (Olivenhain Water District or San Dieguito Water District), and the like. Please inquire at the appropriate counter. FOR OFFICE USE ONLY ORDINANCE FEE q p –� PREPARED B" Flood Control $ -�_/� Od __rii!��a.���� I En weer s lgnature Traffic Mitigation S DATE: I - I —0L _ TOTAL: S4aa%–,S� e3515 :5o smi nE Cr ems+ Project Address Community Area D"LiA yyanne Si naer' - 760 -9y D - Applicant's Name Telephone Private Rd: (street name) (case) See worksheet on backside for multiple permits. 1SGIARR/Devel_Fee Sum_Shil.dod12.23.99 DATE PAID: I Q G RECEIPT P: /yZ Received By: I of 2 7318911299 Time Account Receipt/Disclosure Wells Farqo Bank, N.A. imeA wnumber 0a We Term d Time Ac m 7318911299 01/11/2006 10 months days IrVere5l rate Fixeerele Veriaeb reN AmW WmOage yM Your Time Account will mature on 11/11/2006 3.94 X 4.02 EVERY 01 MONTHS AND AT WITHDRAWAL me Wrm9 s BY ADDING TO PRINCIPAL b Tex/.a1er MBrei6rBlion Nunleer (PNJ 1 YOU WILL AUTOMATICALLY RENEW MY TIME ACCOUNT AT MATURITY UNLESS I NOTIFY YOU OTHERWISE 567 -94 -6300 The BBNk As opening the above described Time Account for your deposit of THIRTY THOUSAND FIVE HUNDRED AND 0 /100 S •••$30,500.00 Y.. Wmee a ." D W KIRKSEY OR ROXANE E SINGER PAYABLE TO CITY OF ENCINITAS AS A A CERTIFICATE HOLDER 964 RANCHO SANTA FE RD ENCINITAS CA 920246831 01/11/2006 13:58 CJ412 04571 Bank# 00114 This is a receipt. It need not be presented at the time you obtain payment from the Bank. W60166 f11N4 63916.Ji Time Accounh s i 7318911307 Time Account Receipt /Disclosure Wells Fargo Bank, N.A. bin Acmunl number Dak oparnE T.; W& ilme Account 7318911307 01/11/2006 3 months days a clem 1Memvrare Fr:edrab Vaiable raR Anrwal percentage yrem Your Time Account will mature on 04/11/2006 2.23 X 2.26 IMnesf will be pare EVERY 01 MONTHS AND AT WITHDRAWAL me a parme .. BY ADDING TO PRINCIPAL ene, a M Taxpayer Wenaficaaon Number (nN) YOU WILL AUTOMATICALLY RENEW MY TIME ACCOUNT AT MATURITY UNLESS I NOTIFY YOU OTHERWISE 567 -94 -6300 The Barrk is epemni4 the above describou lime Ac uni for your deposit of ONE HUNDRED THOUSAND AND 0/100 g "$100,000.00 Ypin name arq aosess D W KIRKSEY OR ROXANE E SINGER PAYABLE TO CITY OF ENCINITAS AS A A CERTIFICATE HOLDER 964 RANCHO SANTA FE RD ENCINITAS CA 920246831 01/11/2006 13:59 CJ412 04571 Bank# 00114 This is a receipt. It need not be presented at the time you obtain payment from the Bank. W60166 flIM4 6)975J) Time Accounts ENGINEERING .SERVICES DEPARTMENT r Capital improvement Prgecls Disincl SUppod Services held Operotlons Subdivision Engineerirg IrolGc Engineenng TRANSMITTAL FORM FROM: Capital Improvement Projects (CIP) ❑ Subdivision Engineering (SE) Traffic Engineering (TE) ❑ Field Operations (FO) ❑ District Support Services (_D) ❑ Office of the Director 00 ❑ T tfirE GAS O ATTENTION: iKQ JL .Qa�cr�,r_ •1 DATE: /14 Ime i Regarding (Finance Number DEPOSIG� TPMr M/MUP/MfN/DR: Af L �aSM/n� Q1rST " (Finance Number � DEPOSIT/FEE " XIz 3T /rT 1 (Finance Number DEPOSITIFEE APN: Transmitted as following: Other Application: Final Parcel Map ❑ Final Map ❑ Check (Type) (Check) Checkprint / Approved Copy / Original / Certificate / Rejected Preliminary Title Report ❑ Traverse Calculations ❑ Reference Maps ❑ Comments/Additional ��J Document: Interoffice Memorandum` ❑ Plancheck Comments• ❑ Legal Description ❑ Plat E] Other: El Easement re: Covenant re: Highway ❑ Trail ❑ improvements ❑ Impact Fees ❑ • ( Staff/ Consultant/CD /Fire/SDWD /OMWD/LCWD) Sewer ❑ Park ❑ ❑ Assessments ❑ Sketch (if needed): Drainage ❑ n Agreement re: Improvements ❑ Pvt. Rd. Maint. ❑ n Improvement Plan ❑ Check Checkprint/Approved Copy /Original/Rejected Plancheck Comments' ❑ (PubfictPrivate) ( Road / Drainage /Water /SewedfraiVPwk/Facd ity) Intermediate Description: � J" Grading Plait /Jr Check CC+ Checkprint/Approved Copy /Original/Rejected Plancheck Comments' ❑ Plan Change Description: (Mass/Rough/Preluntnary/Precise) Structural Calculations ❑ Cost Estimate ❑ Soil Report ❑ Hydrology Study/Map ❑ Cross Sections ❑ Exhibit: ❑ (Erosion Control/Planting & Irrigation) As Per... Our conversation ❑ My /your inquiry ❑ Our Review F!!K Our Inquiry ❑ Our Approval E] Uses For your... Correction ❑ Comment ❑ Signature ❑ Information ❑ Please return [J Originator: A&VtAl Copies to: V Messenger ❑ Ma' Facsimile ❑ Other ❑ I Received b : Date: A Title: Location: Telephone: 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 27701FAX (760) 633 -2919 / TDD (760) 633 -2700 I of 1SWARR/G"cric Trim.docf02.11.99 CITY OF ENCINITAS Engineering Services Department j 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This box for Engineering Dept use ony. FAX Fax Date: -�50sp-ble$ From: Plancheck Staff, Erwinee nng Department To: 6 r E of WorfdCordact Person Fax: ( ) Ph: (!off �) ' ` - o/ �( Transmitted To: SDWD ❑ Planning & Bldg ❑ Geotech review ❑ Transmitted By, Project Info: Owner/ Descrip: K'1rkse� Site Address: 3 Slysrr,'t Fie APN: Plancheck Comments: Note to Engineer of Work: The department indicated below has issued pancheck comments on a project currently in process with the City. Please contact the planchecker listed below with any questions. Transmittal Date: Fire ❑ Public Works ❑ To discuss these comments, please contact: Planchecker: Other Parks & Rec. ❑ File 0 Engineering (see reverse) ❑ Drawing #: I 9y8 � —&- Case# I 9g -Z?Z Grading bo Impv ❑ Map (FM, PM)❑ Other ❑ As- built ❑❑ cc Plancheck V 1 1 2 3 4 5 at Phone # CITY OF ENCINITAS _ Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 Tins box for Engineering Dept use only. FAX Fax Date: From: panche" St i Engineering Department To: X05 t? ;?; G /O Engineer or work/ contad Person Fax: ( ) - Ph: (G (C/ ) EI— - O 4 Note to Engineer of Work: The department indicated below has issued plancheck comments on a project currently in process with the City. Please contact the planchecker listed below with any questions. Transmitted To: Transmittal Date: I —d-S -U6 Drawing M SDWD ❑ Fire ❑ Parks & Rec. ❑ Planning & Bldg ❑ Public Works ❑ File f� Geotech review JjAJ k4 47071) Engineering (see reverse) Transmitted Bv: Other ❑ ProiectInfo: Owner/ Descrip: I< ; I's k�e Site Address: 35 APN: a6 C4 - 5(10 -O % Plancheck Comments: To discuss these comments, please contact: Planchecker: Plancheck at Phone # 2 3 4 5 6 mylars Drawing M Case# Grading Imvpv ❑ Map (FM, PM Other ❑ As -built ❑ Cc ❑ Plancheck at Phone # 2 3 4 5 6 mylars CITY OF ENCINITAS AMit t Engineering Services Department - 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 Transmitted To: SDWD ❑ Planning & Bldg ❑ Geotech review ❑ Transmitted By' s. ProiectInfo: Transmittal Date: Fire ❑ Public Works Owner/ Descrip: k ;161k -ems Site Address: -3 6 /'w,µe, Ce -08 APN: a�G/ - 5'70 -0% Plancheck Comments: To discuss these comments, please contact: Planchecker: X Other t — *- y - vp Parks & Rec. ❑ File Engineering (see reverse) This box for Engineering Dept use only. FAX Fax Date: Note to Engineer of Work: The department indicated below From: Vlanchecl� St�if� Engineering Department has issued plancheck comments on a project currently To: �OS e I(�y G /P in process with the City. Please Other ❑ Engineer or work /conraa Person contact the planchecker Fax: ( ) - Ph: (G f �j ) 4 listed below with any questions. �j Transmitted To: SDWD ❑ Planning & Bldg ❑ Geotech review ❑ Transmitted By' s. ProiectInfo: Transmittal Date: Fire ❑ Public Works Owner/ Descrip: k ;161k -ems Site Address: -3 6 /'w,µe, Ce -08 APN: a�G/ - 5'70 -0% Plancheck Comments: To discuss these comments, please contact: Planchecker: X Other t — *- y - vp Parks & Rec. ❑ File Engineering (see reverse) Plancheck at Phone # 2 3 4 5 6 mylars Drawing #: ! flo Case# Grading Impv ❑ Map (FM, PM Other ❑ As -built ❑ CC ❑ Plancheck at Phone # 2 3 4 5 6 mylars EN /BERING SERVICES DEPARTMI Capital Improvement Vrgecls District Support Services Field Operations Subdivision Engineering —� Traffic Engineering TRANSMITTAL FORM FROM: Capital Improvement Projects (CIP) ❑ Subdivision Engineering (SE) Traffic Engineering (TE) ❑ District Support Services (_D) ❑ Office of the Director (M 1) ❑ Field Operations (FO) ❑ T LIT 'ea LQ 'c-T O ATTENTION: L70-r& rePgA d -1 - O DATE: / Regarding (Finance Number 94-X DEPOSIT/FEE TPM/TM/MUP/MIN/DR: g 8 (Finance Number _) DEPOSIT/FEE / - (Finance Number _) DEPOSIT/FEE -. - 4 r -00'! APN: _Z f Transmitted as following: Other Application: Final Parcel Map ❑ Final Map ❑ Check Checkprint / Approved Copy / Original / Certificate / Rejected Preliminary Title Report ❑ Traverse Calculations ❑ Reference Maps ❑ Interoffice Memorandum' ❑ Plancheck Comments* ❑ Legal Description ❑ Plat ❑ Other: ❑ (Type) (Check) Comments/Additional Space for Document: C,472 2ZCL/ 6&"Zs.1 ` 'TQA�I.JIt Easement re: Covenant re: Highway ❑ Trail p Improvements ❑ Sewer ❑ Park ❑ Impact Fees ❑ Drainage ❑ ❑ Assessments ❑ • ( St aff /ConsultanttCD/Fire/SDWD /OMWD CWD) Sketch (if needed): Agreement re: n Improvements ❑ Pvt. Rd. Maint. ❑ n (Public/Private) ( Road / Drainage / Water /SewedtraiVPark/Facil ity) Intermediate Description: Improvement Plan ❑ Check Checkprint/Approved Copy /OriginaVRejected Plancheck Comments• ❑ _ Grading Plan Z� Check Checkprint/Approved Copy /OtiginaVRejected Plancheck Comments` ❑ Plan Change Description: (Mass/Rough/Preliminary/Precise) (Erosion Control/Planting & Irrigation) Structural Calculations ❑ Cost Estimate ❑ Soil Report ❑ Hydrology Study/Map ❑ Cross Sections ❑ Exhibit: ❑ As Per... Our conversation ❑ My /your inquiry ❑ Our Review ❑ Our Inquiry ❑ Our Approval ❑ For your... Correction ❑ Comment Signature ❑ Information ❑ Uses ❑ - Please return J JOR14J)"59E, F t 2 ?92S Ix. e ` Originator. Rr✓ ] Copies to: V Messenger ❑ Mail ❑ Facsimile ❑ Other ❑ I Received by: 0;3a 4 Date: A Title: ocatiC on: - '() L Telephone: 505 South Vulcan Avenue, Encinitas, California 92021 -3633 TEL (760) 633- 2770/FAX (760) 633 -2818 / TDD (760) 633 -2700 JSUARR/Generic Trm.doc/02.11.99 I of I EA,-,VEERING SERVICES DEPARTML . qq W 56 L Capital Improvement Projects District Support Services 4„ Field Operations Subdivision Engine" Traffic Engineering TRANSMITTAL FORM FROM: Capital Improvement Projects (CIP) ❑ Subdivision Engineering (SE) Traffic Engineering (TE) ❑ District Support Services (_D) ❑ Office of the Director ( #I) ❑ Field Operations (FO) ❑ T O ATTENTION: S-arF 0. DATE: _ azzaAr Regarding (Finance Number 91qg - DEPOSIT® (Finance Number DEPOSIT/FEE TPmn M/MUP/MIN/DR: L ,r (Finance Number _� DEPOSITIFEE APN: 26-4—• -Ej�a .07 Transmitted as following: Other Application: Final Parcel Map ❑ Final Map ❑ Check (Type) (Check) Checkprint / Approved Copy / Original / Certificate / Rejected Preliminary Title Report ❑ Traverse Calculations ❑ Reference Maps ❑ Interoffice Memorandum* ❑ Plancheck Comments• ❑ Legal Description ❑ Plat ❑ Other: Cl Comments/Additional Space for Document: A" c gee J ' CO/ttrl xl'im o.leolc, &ODW: A42 CAWCEAAX AM Easement re: Covenant re: Highway ❑ Trail ❑ Improvements ❑ Sewer ❑ Park ❑ Impact Fees ❑ Drainage ❑ ❑ Assessments ❑ • (Staff/Consultant/CD /Fire/SDWD /OMWD/LCWD) Sketch (if needed): Agreement re: rl Improvements ❑ Pvt. Rd. Maint. ❑ �1 (Public/Private) (Road/Drainage/ W a ter /SewerfrraiVPark/Facility) Intermediate Description: Improvement Plan ❑ Check Checkprint/Approved Copy /Original/Rejected Plancheck Comments' ❑ Grading Plan [ —�� Check Checkprint/Approved Copy /Original/Rejected Plancheck Comments"' Plan Change Description: (Mass/Rough/Preliminary/Precise) (Erosion Control/Planting & Irrigation) Structural Calculations ❑ Cost Estimate ❑ Soil Report ❑ Hydrology Study/Map ❑ Cross Sections ❑ Exhibit: ❑ As Per... Our conversation ❑ My /your inquiry ❑ Our Review [� Our Inquiry ❑ Our Approval ❑ For your... Correction ❑ Comment ❑ Signature ❑ Information ❑ Uses ❑ Please return AGP-7 R71-; RAW MS E.TTC22.F ) ' %.� ✓r[Lt�OeoAl r �� c Originator. O" A ) Al" 644 M Copres to: V Messenger ❑ Mail acsimile ❑ Other ❑ 1 Received b Date: A Title; Loca ion: Telephone: V 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 27701FAX (760) 633 -2818 / TDD (760) 633 -2700 JSUARMcneric Trene.dod02.11.99 1 of 1 CITY OF ENCINITAS a Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This box for Engineering DePd use wily. FAX Fax Date: Note to Engineer of Work: the department indicated=helow Planchecl� aff, Engi ing Department has issued plancheck comments on a project currently L in process with the City- Please contact the plgnchecker _ orworw Conrad Person ) - L �) '� listed below With any questions. -� iirdn�d Tiu: .. • - SDWD ❑ Fire Parks & Rec. Planning & Bldg Public Works File peotech review( J x- Engineering a (see reverse) transmitted By. Other ❑ r Owner) petcn!P: Site Address: ���4 i5 APNZ /// �✓1D —D� Drawing #: Case # Grading 0 Map (FM, PM)❑ As -built ❑ Impv ❑ Other ❑ CC ❑ J I Plancheck�> 2 3 4 5 6 mylars To discuss these comments, please contact: Planchecker: at Phone # CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024-3633 Phone (760) 633-2770 Fax (760)_ 63_ Transmitted to Engineering Planchecker: Soils Report Cost Estimate Covenants ❑ Recording Fee Resolution O Permission to Grade Set/ Calcs f4i . Additional Comments: &I, Title Report ❑ Hydrology Report ❑ ❑ Tentative Map/ PM ❑ Impervious Surface Statement ❑ CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 653 -2770 Fax (760) 633 -2818 y. Date: Note to Engineer of WOO: 'the department indicated:below Engi ing Department has issued plancheck comments on a project currently Lif Leenn �� in process with the City. Please la _checker contact the R In wcorga Perso" - - listed below with any - -G� questions. 1111,11 � 1 7(IK SDWD O Fire. t T' Parks & R Planning & Bldg Public Wor ks Fteotech review ❑ Engineerg (see reverse) 4ransmitted By Other ❑ 4ieGt Info: Drawing #:—�� Owner{ crip: Case # .Site Address: Grading Impv ❑ Map PM)❑ Other ❑ ift As -built ❑ CC ❑ APNG� /// �✓1D�D� Plancheck 1 2 3 4 5 6 mylar5 "%Ref I L To L[ "ICE :U p ✓! Q h d u.F,e alo�C eUE 1ce�i -- 4e S -t-" e L /V G T To be C'a 4 r:�cceSS `fv , p �''o� u.'F - �X%J�i/xj 11w5 J�"`7•� G'(J I d i/t� fir„ PB ✓� U To discuss these m I a contact: at Phone Planchecker. i. i CITY OF ENCINITAS Engineering Services Department - 505 South Vulcan Avenue Encinitas, Ca. 92024- 3633 Phone (760) 633 -2770 Fax (760) 633-2818 Transmitted to Engineering Planchecker: Soils Report Cost Estimate Title Report Covenants ❑ Recording Fee ❑ Hydrology Report ❑ Resolution ❑ Permission to Grade ❑ Tentative Map/ PM ❑ Set/ Calcs fqr MI2 D impervious Surface Statement ❑ Additional Comments: 0 CITY OF ENCINITAS Engineering Services Department (� 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This box for Engineering Dept use only. FAX Fax Date: From: Planchec aff, Engi Xing Department To: «� — neerofWWGOntacl Person Fax: - Ph: T ntsmitted To: SDWD [7 Planning & Bldg Note to Engineer of Work: The department indicated below has issued plancheck comments on a project currently in process with the City. Please contact the Planchecker listed below with any questions. fiiArfttrEiitt mate: Fire Public Works JQr Geotech review ❑ Transmitted BY- 72 y Other Projectlnfo< Owner trip: Owner Site Address: APNL P'ffihMeck> om —Me nts; vit PW q0 ,r S Q—k6c� Drawing #: Parks & Rec. File Engineering (see reverse) Case # —Z9� Grading Impv ❑ Map (FM, PM)❑ Other ❑ As -built ❑ cc ❑ Plancheck jf111D 2 3 4 5 6 mylars To discuss these �om��jj ents, lease contact: Planchecker: n"•n' at Phone# CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue i Encinitas, - 92,024-3633 633 -2818 J Phone (760) 633 -2770 Fax (760) Transmitted to Engineering Planchecker: Soils Report Cost Estimate Covenants ❑ Recording Fee Resolution ❑ Permission to Grade Set/ Calos fqr Additional Continents: Title Report ❑ Hydrology Report ❑ ❑ Tentative Map/ PM ❑ Impervious Surfaceswement ❑ CITY" OF Services Deep S Engineering Services Department . 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 box for Engineering Dept use ony. FAX Fax Date: From: Planchecl atf, Engi ing Dep rtment To: G orworwconrad Person aFax: - Ph: SDWD ❑ Planning& Bldg 0( l ote to Engineer of Work: The department indicatedsbelow has issued plancheck comments on a project cuReijtly in process with the City. Please contact the plogchecker listed beiiiw VAth any TIM ur '. Fire Parks & Rec. Public Works Ar Geotech review 0 transmitted By Other File Engineering (see reverse) "�•`�� Drawing #: tArvne crip: Case # .Site Address: Grading Impv ❑ Map tt PM)❑ Other ❑ As s-built ❑ CC ❑ APNLA lJ / Plancheck 1 2 3 4 5 6 mylarS n _ - �Y11 Ard c vi OMil a l e 01 12a4 rrt. U (nof �u cxCe�� 7 /-i L40 pochl7tph�17oru la)' f�� -1 frzM ba-k- Sh��t"It- - Ian�SCupu puns �o.vov<� (p« - a.txA iIaP,,,r PQrrn� +�J To discuss these comments, please contact: Planchecker: at Phone # �X °I 1510-5 _ — CITY OF ENCINITAS Engineering Services Department 1 505 South Vulcan Avenue Encinitas, Ca. 92024-3633 —� Phone (780) 633 -2770 Fax (760) 633-2818 Transmitted to Engineering Planchecker: A Soils Report Cost Estimate Tale Report Covenants ❑ Recording Fee ❑ Hydrology Report ❑ Resolution ❑ Permission to Grade ❑ Tentative Map/ PM ❑ Impervious Surface Statement ❑ .Set! Calcs fgr;� Additional Comments: 0 Q CITY OF ENC[NITAS g � Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This boz for Engineering Dept use only. FAX Fax Date: Note to Engineer of Work: The department indicated below �+ From: Planchecl fall, Engi ing Department has issued plancheck comments on a project currently To: �� L in process with the City. Please contact the planchecker neer of WOrk/Confact Person ) - Fax: ((�� Ph: listed below with any questions. Transmitted To: Transmittatitite: SDWD ❑/ Fire 0 Parks & Rec. 1 Planning & Bldg Public Works File lk� Geotech review ❑ Engineering (see reverse) Transmitted BY' > % Other ❑ Project Info: Drawing Owner trip: Case # Site Address: Grading Impv ❑ c Map PM)❑ Other 11 ❑ _ As-built ❑ CC APNL 1 2 3 4 5 6 mylars Plancheck Plancheck Comments: To discuss these comments, please contact: Planchecker: at Phone # CITY OF ENCINITAS Engineering Services Department 1 505 South Vulcan Avenue Encinitas, Ca. 92024 - 3633 Phone (780) 633 -2770 Fax (760) 633 -2818 Transmitted to Engineering Planchecker: Soils Report Cost Estimate Covenants D Recording Fee Resolution ❑ Permission to Grade Set/ Calcs for SMR ❑ Additional Comments: Title Report ❑ Hydrology Report ❑ ❑ Tentative Map/ PM ❑ Impervious Surface Statement ❑ COST ESTIMATE KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CA DESCRIPTION Unit Quantity Unit Price Cost GRADING CLEARING AND GRUBBING SF 10600 $0.45 $4,770 EARTHWORK (CUT & FILL) CY 260 $28.00 $7,280 RETAINING WALL ( KEYSTONE) SF 1376 $22.00 $30,272 PAVEMENT 6" PCC SF 8142 $6.00 $48,852 DRAINAGE DRAINAGE DITCH D -75 LF 300 $15.00 $4,500 RIP RAP PER D -40 EA 1 $2,500.00 $2,500 8' -12' STORM DRAIN LF 170 $30.00 $5,100 BIOSWALE LF 300 $5.50 $1,650 CATCH BASIN, PER D -29 EA 2 $3,850.00 $7,700 BEST MANAGEMENT PRACTICE INLET PROTECTION EA 3 $150.00 $450 SILT FENCE LF 95 $1.60 $152 CONCRETE WASOUT EA 1 $500.00 $500 CONSTRUCTION ENTRANCE SF 180 $5.25 $945 HYDROSEED SF 1092 $0.20 $218 TOTAL= $110,119 10% CONTINGENCY= $11,011.94 TOTAL=l $121,131 NOTE: This estimate is preliminary estimate and to only be used for the purpose of obtaining a grading permit. This estimate shall not be used by the contractor to bid the construction of this project. PREPARED BY- ) 06 0 L S ROBLES, PE alp. �t ORCAU _e DWE D ENGINEERING SERVILE$ CITY OF ENCINITAS This box for Engineering Dept use only. CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue / Encinitas, Ca. 92024 -3633 Note to Engineer of Work: Phone (760) 633 -2770 Fax (760) 633 -2818 This box for Engineering Dept use only. FAX Fax Date: Note to Engineer of Work: The department indicated below From: Plancheck Staff, =, sneering Department has issued plancheck comments on a project currently To:jC2 two �2C in process with the City. Please contact the planchecker listed below with any questions. Engineer of Work/ C tact Person ( Ph ❑ CC ❑ Transmitted To: Transmittal Date: [�;L— 57 — SDWD ❑ Fire ❑ Planning & Bldg ❑ Public Works ❑ Geotech review ❑ Transmitted. BY: Ilk Other Project Info: Owner/ Descrip: /';rksey Site Address: 351 S �r7. m i ne &es APN: .2 y _ S W " 0 Plancheck Comments: To discuss these comments, please contact: Planchecker: Parks & Rec. ❑ File t� Engineering a5L (see reverse) OW Plancheck # 1 at Phone # 2( 3) 4 5 6 mylars Drawing #. 9q a Case# 53- Grading CEf-- Impv ❑ Map (FM, PM)❑ Other ❑ As -built ❑ CC ❑ Plancheck # 1 at Phone # 2( 3) 4 5 6 mylars "I CITY OF GNCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 Transmitted to Engineering Planchecker: Soils Report ❑ Cost Estimate Covenants ❑ Recording Fee Resolution ❑ Permission to Grade Set/ Calcs for SMR ❑ M2mOt^a -n��rn Additional Comments: 0 Title Report ❑ ❑ Hydrology Report ❑ ❑ Tentative Map/ PM ❑ Impervious Surface Statement ❑ CITY OF ENCINITAS z Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 11 This box ror Engineering Oepf use only 11 FAX Fax Date: From: Plancheck Staff, Fin sneering Department To: e 2L bkeS Engineer of Work/ Contad Person Fax: Ph: Transmitted To: SDWD 0 Planning & Bldg ❑ Geotech review ❑ Transmitted By: ProiectInfo: Note to Engineer of Work: The department indicated below has issued plancheck comments on a project currently in process with the City. Please contact the planchecker listed below with any questions. Transmittal Date: It— I Fire ❑ Parks & Rec. 11111 Public Works ❑ File Q9 Owner/ Descrip: Site Addres 35 I S' -50srr i 1- APN: 54� -01 Plancheck Comments: To discuss these comments, please contact: Planchecker: Engineering (see reverse) Other Z� X fY_ Drawing #: Case # Grading L-2f— Impv ❑ Map (FM, PM)❑ Other ❑ As -built ❑ cc ❑ Plancheck # 1 12 ) 3 4 5 6 mylars at Phone # CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 Transmitted to Engineering Planchecker: Soils Report ❑ Cost Estimate Covenants ❑ Recording Fee Resolution ❑ Permission to Grade Set/ Calcs for SMR ❑ Additional Comments: Title Report ❑ ❑ Hydrology Report ❑ ❑ Tentative Map/ PM ❑ Impervious Surface Statement ❑ Memorandum 12106/05 TO: City of Encinitas FROM: Jose Luis Robles, PE RE: Kirksey /Singer Residence 3545 Jasmine Crest Grading Permit 9489 -G Remarks: This proposed grading plan would change some ea from pervious to impervious material due to construction of PCC driveway and proposed pad. The driveway is composed of a +/ -190 ft drive 18 ft wide along , ith a turnabout of 60 ft in diameter. The total area of the driveway is approximately4114ZSf. The proposed pad for the construction of single - family residence has an area of approximately 8590 sf. If you have any other questions regarding any other impervious area relating to this grading plan call me at (619) 688 -0268. Sincerely Yours, Jose Luis Robles EXP. w] ; 1 \ CivlI- � OF CAl UJr-- 0% 920 r AUG 31 2005 D ENGINEERING SERVICES CITY OF ENCINITAS RETAINING WALL CALCULATIONS KEYSTONE WALLS for KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CA PREPARE t 3 ")l e Luis Robles, PE KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 KeyStone Retaining Wall Systems Project: Jazmine Crest Proj. No.: Design Parameters Soil Parameters A- c psf v pcf Reinforced Fill: 30 0 125 Retained Fill: 30 0 125 Foundation Fill: 30 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: page I of }' Date: 8/11/2005 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tull RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Concrete Wall Ht: 6.00 ft • embedment: 0.67 ft BackSlope Geometry: 26.60 deg. slope 15.00 It high Surcharge: LL -- 50 psf uniform surcharge DL -- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.52 3.47 5.25 6.59 4.07 Calculated Bearing Pressure: 1192 psf Eccentricity at base: 0.34 ft Reinforcing: (ft & Ibs /ft) Laver Height Length Reinf. Tal Tension Tconn FSpo 3 4.67 5.50 Gen -10+ 346 120 346 6.12 2 3.33 5.50 Gen -10+ 411 283 411 5.05 1 1.33 5.50 Gen -10+ 495 255 495 FS>10 Reinforcing Quantities (no waste included): ( Efficiency= 71 % ) Gen -10 +: 1.83 sy /ft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 Keystone Retaining Wall Systems Project: Jazmine Crest Prof. No.: Design Parameters Soil Parameters Al c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 30 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: y pcf 125 125 125 page Z of --;F- Date: 8/11/2005 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tull RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Concrete Wall Ht: 4.00 It embedment: 0.67 R BackSlope Geometry: 26.60 deg. slope 15.00 It high Surcharge: LL -- 50 psf uniform surcharge DL -- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.52 4.50 7.91 5.45 1.19 << Calculated Bearing Pressure: 725 psf Eccentricity at base: 0.11 ft Reinforcing: (ft & Ibs /ft) Laver Height Length Reinf. Tal Tension Tconn FSpo 1 2.67 4.50 Gen -10+ 346 312 346 2.11 Reinforcing Quantities (no waste included): ( Efficiency= 95% ) Gen -10 +: 0.50 sy /ft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 KeyStone Retaining Wall Systems Project: Jazmine Crest Proj. No.: Design Parameters Soil Parameters c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 30 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety 7.50 Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: v pcf 125 125 125 page 3 of ?" Date: 8/11/2005 By: C 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tull RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Concrete Wall Ht: 10.00 ft embedment: 0.67 ft Level Backfill Surcharge: LL -- 50 psf uniform surcharge Results: Sliding s 4 3 2 i 1.67 Calculated Bearing Pressure: 1903 psf Eccentricity at base: 0.98 It 505 Reinforcing: (ft & Ibs /ft) 505 Laver Height Length 5 < 8.67 7.50 4 6.00 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tull RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Concrete Wall Ht: 10.00 ft embedment: 0.67 ft Level Backfill Surcharge: LL -- 50 psf uniform surcharge Results: Sliding Factors of Safety: 1.67 Calculated Bearing Pressure: 1903 psf Eccentricity at base: 0.98 It 505 Reinforcing: (ft & Ibs /ft) 505 Laver Height Length 5 < 8.67 7.50 4 6.00 6.00 3 4.00 6.00 2 2.67 6.00 1 1.33 6.00 Reinforcing Quantities (no waste included): Gen -10 +: 3.50 sy /ft DL -- 0 psf uniform surcharge Overturning Bearing Shear Bending 2.89 2.89 4.93 1.35 << Reinf. Tal Gen -10+ 346 Gen -10+ 467 Gen -10+ 505 Gen -10+ 505 Gen -10+ 505 ( Efficiency= 89%) Tension Tconn FSpo 192 346 - 1.75 411 467 ' 2.13 432 551 5.17 429 607 8.09 177 662 FS >10 Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 Keystone Retaining Wall Systems Project:Jazmine Crest Proj. No.: Design Parameters Soil Parameters o C psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 30 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety 3 5.33 Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: v DO 125 125 125 page T of Date: 8/11/2005 By: 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Results: COMPAC Concrete 8.00 ft embedment: 0.67 ft 50 psf uniform surcharge Sliding Factors of Safety: 1.65 s 3 2 I 1480 psf Eccentricity at base: 0.76 It Bending Reinforcing: (ft & Ibs/ft) 3.35 Laver Height Length 4 6.67 6.00 3 5.33 5.00 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Results: COMPAC Concrete 8.00 ft embedment: 0.67 ft 50 psf uniform surcharge Sliding Factors of Safety: 1.65 Calculated Bearing Pressure: 1480 psf Eccentricity at base: 0.76 It Bending Reinforcing: (ft & Ibs/ft) 3.35 Laver Height Length 4 6.67 6.00 3 5.33 5.00 2 3.33 5.00 1 1.33 5.00 Reinforcing Quantities (no waste included): Gen -10 +: 2.33 sy /ft 411 ' Wall Batter: 0.00 deg. DL -- 0 psf uniform surcharge Overturning Bearing Shear Bending 3.05 3.35 5.00 4.65 Reinf. Tal Tension Tconn FSpo Gen -10+ 346 117 346 ' 2.22 Gen -10+ 411 224 411 ' 1.64 Gen -10+ 495 422 495 3.24 Gen -10+ 505 190 579 FS >10 ( Efficiency= 73% ) Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Project: Jazmine Crest Proj. No.: Design Parameters page 5 of a'' KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 KeySfone Retaining Wall Systems Date: 8/11/2005 Bv: Soil Parameters 0 c psi v pcf Cds 0.95 Analysis: New Case Reinforced Fill: 30 0 125 Unit Type: COMPAC Wall Retained Fill: 30 0 125 Foundation Fill: 30 0 125 Level Backfill Reinforce Fill Type: Silts & sands Surcharge: LL -- 50 psi uniform surcharge DL -- 0 psi uniform surcharge Unit Fill: Crushed Stone, 1 inch minus Results: Sliding Overturning Bearing Shear Bending Factors of Safety 4.21 5.08 8.58 1.35 << Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tult RFcr RFd Gen -10+ 1669 1.67 1.20 RFid LTDS FS Tal 1.10 757 1.50 505 Ci 0.90 Cds 0.95 Analysis: New Case Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Concrete Wall Ht: 6.00 ft� embedment: 0.67 it Level Backfill Surcharge: LL -- 50 psi uniform surcharge DL -- 0 psi uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.68 4.21 5.08 8.58 1.35 << Calculated Bearing Pressure: 989 psi Eccentricity at base: 0.47 it Reinforcing: (ft & Ibs /ft) Laver Height Length Reinf. Tal Tension Tconn FSoo 2 < 4.67 5.00 Gen -10+ 346 192 346 ' 1.53 1 2.00 4.50 Gen -10+ 467 236 467 ' 5.67 Reinforcing Quantities (no waste included): ( Efficiency= 84% ) Gen -10 +: 1.06 sy /ft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Project: Jazmine Crest Proj. No.: Design Parameters page (O of KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 Keystone Retaining Wall Systems Date: 8/11/2005 By: Soil Parameters Q c psf y pcf Reinforced Fill: 30 0 125 Retained Fill: 30 0 125 Foundation Fill: 30 0 125 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tull RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL -- Results: COMPAC Concrete 4.00 ft rT"'9Vr*Gir4iW#x f/fl 50 psf uniform surcharge Sliding Factors of Safety: 2.11 Calculated Bearing Pressure: 583 psf Eccentricity at base: 0.19 ft Reinforcing: (ft & Ibs /ft) Laver Height Length 1 2.67 4.50 Reinforcing Quantities (no waste included): Gen -10 +: 0.50 sy /ft Wall Batter: 0.00 deg. DL -- 0 psf uniform surcharge Overturning Bearing Shear 8.75 9.56 7.25 Reinf. Tal Tension Tconn Gen -10+ 346 235 346 ( Efficiency= 79% ) Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Bending 1.35 << FSpo 1.88 Project: Jazmine Crest Proj. No.: Design Parameters page 1- of KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 KeyStone Retaining Wall Systems Date: 8/11/2005 By: Soil Parameters Q C psf y pcf Reinforced Fill: 30 0 125 Retained Fill: 30 0 125 Foundation Fill: 30 0 125 Reinforce Fill Type: Silts & sands 1 Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tuft RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Concrete Wall Ht: 2.00 ft embedment: 0.67 ft Level Backfill Surcharge: LL -- 50 psf uniform surcharge Results: Sliding Factors of Safety: 2.71 Calculated Bearing Pressure: 286 psf Eccentricity at base: 0.03 ft Reinforcing: (ft & Ibs /ft) Laver Height Length 1 1.33 3.00 Reinforcing Quantities (no waste included): Gen -10 +: 0.33 sy /ft DL -- 0 psf uniform surcharge Overturning Bearing Shear 12.61 15.40 100.00 Reinf. Tal Tension Tconn Gen -10+ 306 10 306 ( Efficiency= 23% ) Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Bending 10.00 FSpo FS>10 ' J m o�!'� '� "L AMR 2 3 0 RETAINING WALL CALCULTIONS KEYSTONE WALLS for KIRKSEY RESIDENCE 3515 JASMINE CREST ENCINITAS , CA PREPARED l 23 06 J uis Robles, PE (IV-me cnrn,. �T KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 KevStone Retaininq Wall Systems Protect 3515 Jasmine Crest Proj No : Design Parameters Soil Parameters (b c psf Reinforced Fill: 30 0 Retained Fill: 30 0 Foundation Fill: 30 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone. 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak page / of G Date 120/2006 By y pcf 120 120 120 1 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: H =3 Unit Type: COMPAC Leveling Pad: Crushed Stone Wall Ht: 3.00 ft Level Backfill embedment: 0.50 ft Surcharge: LL — 100 psf uniform surcharge Results: Slidin Factors of Safety: 2.11 Calculated Bearing Pressure: 459 psf Eccentricity at base: 0.10 ft Reinforcing: (ft & Ibs/ft) Wall Batter: 0.00 deg. DL — 0 psf uniform surcharge Overturning Bearing Shear 8.73 10.18 10.56 Layer Height Length Reinf. Tai Tension Tconn 1 2.00 4.00 Gen -10+ 326 157 326 ' Reinforcing Quantities (no waste included): ( Efficiency= 55% ) Gen -10 +: 0.44 sy /ft Bending 3.59 FS o 2.68 PrniPrr 1915 .)asmine Crest Prot No n ?sign Parameters :iE fSTGNE RETAINING WALL DESIGN Based on Rankine- wiBatler (modified soil interface) Methodoiogv KevWali Ver 1b Oct 1. 1997 RevStone Rerainrno Wall Svstems Date 1/20/2006 Rv 2 Soil Parameters A c osf ocf Reinforced Fill: 30 0 120 deg. Retained Fill: 30 0 120 —�- -11 Foundation Fill. 30 0 120 j I Reinforce Fill Type: Silts & sands --� Unit Fill: Crushed Stone. 1 inch minus �- Factors of Safety Shear Bending Factors of Safety: 1.81 7.01 Sliding: 1.50 Overturning: 2.00 Calculated Bearing Pressure: 614 psf Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: H =4 Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Crushed Stone Wall Ht: 4.00 ft embedment: 3.50 ft Level Backfill Surcharge: LL -- 100 psf uniform surcharge DL — 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.81 7.01 18.84 5.68 1.25 << Calculated Bearing Pressure: 614 psf Eccentricity at base: 0.21 ft Reinforcing: (ft & Ibslft) Laver Height Length Reinf Tal Tension Tconn FSpo 1 2.67 4.50 Gen -10+ 346 300 346 1.77 Reinforcing Quantities (no waste included): ( Efficiency= 90% ) Gen -10 +: 0.50 sylft ...ran.. rt: iomnb::U •YnU J�amma i1 r: .....w • a3i . irn bir.Yr. ? M 4. r5ycTC�u5 R5Tgrl NC- WALL DESIGN Based on Ranklne-w!Bstter (modified soil Intertacel Methodol ov KrvWnllller 1h Oct 1, 1997 KevSfona Rafairina Waif Swerns Prnuaaf 3515 Jasmine Crest Pmi No rloeinn Parametern foil DoramafaM .A r nef Deinf�rrw rill: °ak:ired F!!: 30 0 Foundation Fill: 30 0 Reinforce Fill Tvpe: Sifts & sands Unit Fill: Crushed Stone. 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: Reinforcing Parameters: Generic Geounds Tuft RFcr Gen-10+ 1669 1.67 Analysis: New Case Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: LL — Resuits: .. nrf ;`n_. 120 120 2.00 1.50 1.50 Date: 120/2006 Br Bearing: 2.00 Serviceability: 1.00 RFd RFid LTDS FS Tal Cl Cds 720 1.10 757 1.50 505 090 095 COMPAC Crushed Stone 6.00 ft embedment: 3.50 ft 100 psf uniform surcharge lidin Factors of Safety: 1.51 Calculated Bearing Pressure: 1037 psf Eccentricity at base: 0.52 ft Reinforcing: (ft 81bs/ft) Laver Height Length 2 < 4.67 5.00 1 2.00 4.50 Reinforcing Quantities (no waste included): Gen -10 +: 1.06 sy/ft Wall Batter: 0.00 dea. DL — 0 psf uniform surcharge Overturning Bearing Shear 157 10.59 7.37 Reinf. Tal Tension Gen -10+ 346 231 Gen -10+ 467 273 ( Efficiency= 91% ) V IJ1Vl�V I IG1J1111114 VrPll VfJlC111i. Illy. -444 rrcei ioiil 4 l=ri -VIII 11 I"Aix At s. MIN 55455 Tconn 346 467 2 i Bending 1.25 << FSpo 1.53 5.18 Proiect: 3515 Jasmine Crest Proi No Design Parameters page I ofd '(EYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodoloov KevWall Ver tb. Oct 1, 1997 KevStone Retainino Wall Systems Date: 1202006 By Soil Parameters 6 c PSI` y pcf J /� 5 i Reinforced Fill: 30 0 120 / Retained Fill: 30 0 120 /-la Foundation Fill: 30 0 120 / I Reinforce Fill Type. Silts & sands Reinforcing Quantities (no waste included): 3 Unit Fill: Crushed Stone. 1 inch minus 186 662 ( Efficiency= 92% ) Factors of Safetv "- Sliding: 1.50 Overturning: 2.00 Pullout: 150 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: 1.00 Reinforcina_ Parameters: Generic Geoorids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Gen -10+ 1669 1.67 1.20 1.10 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: Leveling Pad: Wall Ht. Level Backfill Surcharge: LL - Results: COMPAC Crushed Stone 10.00 It embedment: 3.50 ft 100 psf uniform surcharge Sliding Factors of Safety: 1.55 Calculated Bearing Pressure: 1973 psf Eccentricity at base: 1.05 ft Reinforcing: (ft & Ibs/ft) Laver Heiaht Length 5 < 867 750 4 600 600 3 4.00 6.00 2 2.67 6.00 1 1 33 6.00 Reinforcing Quantities (no waste included): 607 Gen -10+ 3 -50 sy /ft 186 ::fall Batter: 0.00 deg. DL - 0 psf uniform surcharge Overturning Bearing Shear 2.59 5.77 4.66 Reinf. Tal Tension Tconn Gen -10+ 346 231 346 Gen -10+ 467 435 467 Gen -10+ 505 444 551 Gen -10+ 505 435 607 Gen -10+ 505 186 662 ( Efficiency= 92% ) anw1.0 c \Ct RI'OItV YYPI� OYJiCI�I.I fnl. ;6mnaanni:c AAN q4d7A Bending 1.25 << FSDo 1.75 2.13 5.16 8.09 FS >10 5 _ -- -ttYS I UNE RETAINING AINING WALL DESIGN Based on RanKine -w /Batter (modified soil Interracial Metnoaoloov KevWali Ver 1 Oct 1 1997 KavSfnng Retaininn Wall .Cvcfam.c Pmiect, 3515 Jasmine Crest Pmi No - Desi; n Parameters Soil Parameters C OSf pcf Reinforced Fill: 30 0 120 .retained Fill: 30 0 120 Foundation Fill: 30 0 120 Reinforce Fill Type: Slits & sands Unit Fill. Crushed Stone. 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties Connection Peak Date: 1!2012006 o,. 4 2.00 1.50 Bearing: 2.00 1.50 Serviceability: 1.00 Reinforcing Parameters: Generic Geogrids Tult RFcr RFd RFid LTDS FS Tal Cl Cds Gen -10+ 1669 1.67 1.20 110 757 1.50 505 0.90 0.95 Analysis: New Case Unit Type: COMPAC Wall Batter: 0.00 deg. Leveling Pad: Crushed Stone Wall Ht: 8.00 ft embedment: 3.50 ft Level Backfill Surcharge: LL — 100 psf uniform surcharge DL — 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.52 2.68 7.02 4.80 4.08 Calculated Bearing Pressure: 1550 psf Eccentricity at base: 0.82 ft Reinforcing: (ft & Ibs /ft) Laver Height Length Reinf. Tal Tension Tconn FSpo 4 6.67 6.00 Gen -10+ 346 147 346 ' 212 3 5.33 5.00 Gen -10+ 411 244 411 ' 1.65 2 333 500 Gen -10+ 495 440 495 ' 324 1 1 33 500 Gen -10+ 505 207 579 FS >10 Reinforcing Quantities (no waste included): ( Efficiency= 76% ) Gen -10+: 2.33 sy /ft tr-vstune Retaining Wall Systems, Inc. :444 West 78th Street klinneaoolis. MN 55435 KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodoloq_v KevWall Ver 1b, Oct 1, 1997 KevStone Retaininq Wall Systems Proiect: 3515 Jasmine Crest Prni No Design Parameters Soil Parameters (1) c Psf -� pcf Reinforced Fill: 30 0 120 Retained Fill. 30 0 120 Foundation Fill. 30 0 120 Reinforce Fill Type. Sifts & sands Unit Fill: Crushed Stone. 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout 1.50 Uncertainties: Connection Peak: Reinforcina Parameters: Generic Geoarids oage w of Date: 120/2006 t3v _ A 8 2.00 1.50 Bearing: 2.00 150 Serviceability. 1.00 Ti N RFrr RFd RFid I TD3 FS Tal Ci Cds ronAn+ 1669 1.67 1.20 111) 757 15n rn5 nan 0.95 A..n —1, KI—., P, •. ,y :.1 T "w: ^ivi1:�,1v iiii v.Mn w- :f ,°.w•'ttCC n w'icliiiy mad: ��ush�„ �ivad Vicill HL 12.00 it entbea$nBnL 3.00 ii Levei Backfiii Surchara_e: LL — 100 psi uniform surcharge ui_ — u osr uniform surcnaroe kesults: Sliding Uvertuming bearing z5near bending Factors of Safety: 1.68 2.54 496 466 4.08 Calculated Beanna Pressure: 2399 Dsf Eccentricity at base 1 27 ft Reinforcinq (ft & Ibs /ft) Laver Heiaht Lenath Reinf. Tal Tension Tconn FSDo 9 < 10 f 7 8 50 Gen -10+ 346 231 346 • 1.57 ? A nn 7 nn rnn_1n+ AR7 A3ti 4R7 ` 1 Qt g g_nn 7 nn Ger -14+ 5n5 AAA 551 A,R7 t A 97 7 nn ren_1n� 505 475 a07 773 83 7.CO ^cn 10+ 505 'IM L.VV TA^ I VV /•,pr. Af1, C^C uri IV' JVJ •1C 4GV CCC VVV rC��A 1 J- IV I.JJ I.VV UCII-iVT VV:I JVV VVIUI F.), IV 0 67 7.00 Gen- i 0 505 0 666 FS� iv =reinforcing uuannes (no waste inciudedj: ( Emciency= 6 i % j men -iu +. e.dy syrn ,::na rletalnlna vvau aystems. Inc. 44" Vvest 78th Street Minnaannha MN 55435 CITY OF ENCINITAS Engineering Services Department 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This box for Engineering Dept use onty. FAX Fax Date: Note to Engineer of Work: The department indicated below From: Plancheck Staff, Engin ring Department has issued Plancheck comments on a project currently To: Smsa L .� -S in process with the City. Please Engineer or Work/ Contact Person contact the planchecker Fax: -� Ph: listed below with any questions. Transmitted To C SDWD ❑ Transmittal Date: �� O Fire ❑ Parks Rec- ❑ Planning & Bldg ❑ Public Works Geotech review 11 Transmitted'BY: r Protect Info: owner/ Descrip: Kerk sue. Site Address: AP r�'S v►-` -mac ��G U —7 Plancheck Comments: To discuss these comments, please contact: Planchecker. _ ❑ File IX Engineering �+ (see reverse) Other ❑ Drawing #: I q T� l — (;\ Case # ct G Grading Impv ❑ Map (FM, PM)❑ Other ❑ As -built ❑ CC ❑ Plancheck # 1 2 3 (4 )5 6 mylars at Phone # -- I CITY OF ENCINITAS Engineering Services Department ! 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 Engineering Planchecker: � Cost Estimate ❑ Title Report ❑ Recording Fee ❑ Hydrology Report ❑ ❑ F Permission to Grade ❑ Tentative Map/ PM ❑ MR ❑ Impervious Surface Statement ❑ Additional Comments: I < SOIL 6 TESTING, INC i s 0 V z 2 0 w PHONE (619) 2804321 TOLL FREE (877) 215 -4321 fAX (619) 280-4717 UPDATE REPORT KIRKSEY If SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA PREPARED FOR: MR. DAVID KIRKSEY MS. ROXANNE SINGER 964 RANCHO SANTA FE ROAD ENCINITAS, CALIFORNIA 92024 P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 wwwscst.com PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 4 SOIL & TESTING, INC z C PHONE (619) 280 -4321 4 V T O L L F R E E z (877) 215 -4321 a m Fax z � (619) 280 -4717 0 N June 21, 2005 Mr. David Kirksey Ms. Roxanne Singer 964 Rancho Santa Fe Road Encinitas, California 92024 Subject: UPDATE REPORT KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 www.SCSt.com SCS &T No. 0511130 Report No. 1 R Reference: "Summary of Field Observations and Tests for Relative Compaction, City of Encinitas Tract No. 92 -108'; prepared by Southern California Soil and Testing, Inc.; dated January 24, 2000 (SCS &T 9811318 -7). Dear Mr. Kirksey and Ms. Singer: In accordance with your request we have completed an update report for the subject project. The findings and recommendations of our study are presented herewith. In general, the findings of this study indicate that the site is suitable for the proposed development. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Vice DBA:sd (4) Michael P. Farr, CEG #1938 Associate Engineering Geologist G6040 TABLE OF CONTENTS SECTION PAGE 1 INTRODUCTION AND PROJECT DESCRIPTION ...............................».... »..... ».......................1 2 FINDINGS ........... . .......... »..... ». ». »...... »... ».. .. »... » ...... ..... .. _... ....... ....................... 1 2.1 SITE DESCRIPTION ............................................................................................ ..............................1 2.2 SUBSURFACE CONDITIONS ............................................................................... ..............................I 2.2.1 .Soil Description ....................................................................................... ..............................1 3 CONCLUSIONS..... »...»»..»....»..»..._.»...» ... » ..... ».» ... »._ .................................. ..............................2 4 PRELIMINARY RECOMMENDATIONS ».» »»........»»»...» ......................... ..............................2 4.1 GRADING .......................................................................................................... ..............................2 4.1.1 Site Preparat ion ...................................................................................... ..............................2 4.1.2 Undercut .................................................................................................. 4.1.3 Processing of Fill Areas .......................................................................... ..............................2 ..............................2 4.1.4 Subdrain .................................................................................................. ..............................2 4.1.5 Oversized Rock ........................................................................................ 4.1.6 ..............................2 Compaction and Method of Fill ing ......................................................... ..............................3 4.1.7 Surface Drainage .................................................................................... ..............................3 4.1.8 Grading Plan Review .............................................................................. ..............................4 4.1.9 Earthwork ................................................................................................ ..............................4 4.2 FOUNDATIONS .................................................................................................. ........:.....................4 4.2.1 General .................................................................................................... ..............................4 4.2.2 Reinforcement ......................................................................................... ..............................5 4.2.3 Groundshaking ........................................................................................ ..............................5 4.2.4 Foundation Excavation Observation ....................................................... ..............................5 4.2.5 Settlement Characteristics ..................................................................... ..............................5 4.2.6 Expansion Characteristics ...................................................................... ..............................5 4.2.7 Foundation Plan Review ......................................................................... .................... ...........6 4.3 SLABS -0N - GRADE ............................................................................................ ..............................6 43.1 Interior Slab -on- Grade ............................................................................ ..............................6 4.3.2 Exterior Sl ab- on- Grade ........................................................................... ..............................6 4.4 EARTH RETAINING WALLS ............................................................................... 4.4.1 Foundations ..............................7 ............................................................................................. ..............................7 4.4.2 Passive Pressure ...................................................................................... ..............................7 4.4.3 Active Pres sure ........................................................................................ ..............................8 4.4.4 Waterproofing and Subdrain Observation .............................................. ..............................8 4.4.5 Backfrl l .................................................................................................... ..............................8 4.4.6 Factor of Safety ....................................................................................... ..............................8 5 LIMITATIONS ....... ............... _... ».... »... ... ». » ». »»... ......... »........_..... »..8 5.1 REVIEW, OBSERVATION AND TESTING ............................................................. ..............................8 5.2 UNIFORMITY OF CONDITIONS ........................................................................... ..............................9 5.3 CHANGE IN SCOPE ............................................................................................ ..............................9 5.4 TIMELIMITATIONS ........................................................................................... ..............................9 5.5 PROFESSIONAL STANDARD .............................................................................. ..............................9 TABLE OF CONTENTS (Continued) SECTION ATTACHMENTS PLATES Plate 1 Subdrain Detail Plate 2 Typical Wall Subdrain Detail APPENDICES Appendix A Grading Recommendations Appendix B Technical Bulletin PAGE E� 6 SOIL 6 TESTING, INC 2 i PHONE o (619) 280 -4321 '1 U TOL L F RE E _ (877) 215 -4321 a m Fnx (619) 280 -4717 0 N UPDATE REPORT KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA 1 INTRODUCTION AND PROJECT DESCRIPTION P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 v✓ww.sat.COrn This report presents the update report for a proposed residential structure to be constructed at 3515 Jasmine Crest in the city of Encinitas, California. It is our understanding that the subject project will consist of a single -story residential structure of wood -frame construction. Shallow foundations and conventional concrete slab -on -grade floor systems are anticipated. Exterior and interior retaining walls up to about 8 feet in height are proposed. Grading will consist of cuts and fills less than about 9 feet in depth. To assist in the preparation of this report, we were provided with an undated street grading and roundabout plan prepared by Gerald Dalziel. 2 FINDINGS 2.1 SITE DESCRIPTION The subject site is trapezoidal- shaped parcel of land located at 3515 Jasmine Crest in the city of Encinitas, California. The site is further described as Lot 7 of City of Encinitas Tract 92 -108. The property is presently vacant and was graded to its present configuration in 1999. The site is bounded on the north by Jasmine Crest and is otherwise surrounded by developed and vacant land. Topographically, the site consists of a flat lying building pad surrounded with cut and fill slopes. 2.2 SUBSURFACE CONDITIONS 2.2.1 Soil Description The subject site is underlain by compacted fill and metavolcanic rock. Fill soils underlie the entire building pad to depths ranging from about 3 feet to 25 feet below existing grade, increasing toward the south. The fill consists primarily of clayey sands (Expansion Index = 34) with rock fragments. Mr. David Kirksey /Ms. Roxanne Singer June 21. 2005 Kirksey / Singer Residence SCS& 7 No. 0511130- 1 R Page 2 3 CONCLUSIONS In general, no geotechnical conditions were encountered which would preclude the development of the site as presently proposed provided the recommendations presented herein are followed. The main geotechnical conditions encountered that will affect the development of the site, as presently planned, are the presence of relatively deep fill soils, as well as proposed cuts for driveway realignment. It is recommended that foundation and concrete slab -on -grade considerations be implemented to account for the existing fill depth and differential thickness. Proposed driveway cuts will likely encounter hard metavolcanic rock requiring heavy ripping and rock breaking equipment. Cuts for building construction may also encounter hard rock. 4 PRELIMINARY RECOMMENDATIONS 4.1 GRADING 4.1.1 Site Preparation It is recommended that existing surficial soils underlying the building pad be removed to a depth of 2 feet. 4.1.2 Undercut It is recommended that near surface hard rock be undercut to a minimum depth of 3 feet below pad grade or 1 foot below the deepest footing, whichever is more. 4.1.3 Processing of Fill Areas Prior to replacing excavated soils or filling over competent ground or approved bottoms of excavations, the exposed materials should be scarified to a depth of 12 inches, watered thoroughly, and compacted to at least 90 percent relative compaction as determined in accordance with ASTM D 1557 -00, Method A or C. All references to relative compaction in this report are based on this test method. 4.1.4 Subdrain A subdrain may be recommended around the proposed building pad. A typical subdrain configuration is shown on Plate 1. This requirement will be evaluated during grading. 4.1.5 Oversized Rock Oversized rock is defined as rock exceeding 6 inches in maximum dimension. Oversized rock should not be placed in structural fills. Mr. David Kirksey /Ms- Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Page 3 4.1.6 Compaction and Method of Filling All structural fill should be compacted to a relative compaction of at least 90 percent. Fills should be placed at or slightly above optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by the project geologist or geotechnical engineer. Fill material should be free of rocks or lumps of soil in excess of 6 inches in maximum dimension. Oversized rock may be place as discussed in the preceding paragraph. Fills should be benched into temporary slopes and into competent natural soils when the natural slope is steeper than 5:1 (horizontal to vertical). Keys should be constructed at the toes of all fill slopes. The keys should extend at least 1 -foot into firm natural ground and should be sloped back at least 2 percent into the slope. Keys should have a minimum width of 15 feet. Utility trench backfill within 5 feet of the proposed structures and beneath pavements should be compacted to a minimum of 90 percent relative compaction. The upper 12 inches of subgrade beneath paved areas should be compacted to 95 percent relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. All grading and fill placement should be performed in accordance with the County of San Diego Grading Ordinance, the California Building Code, and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix A. 4.1.7 Surface Drainage Final surface grades around the proposed buildings should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward appropriate drainage facilities. Rain gutters on the structures that discharge runoff away from the buildings are recommended. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without ponding. In general, we recommend that the ground adjacent to structures slope away at a gradient of at least 2 percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5 percent within the first 5 feet from the structures. c� Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Page 4 Drainage patterns approved at the time of fine grading should be maintained throughout the life of the proposed structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 4.1.8 Grading Plan Review The grading plans should be submitted to this office for review to ascertain that the recommendations contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 4.1.9 Earthwork All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. The special site preparation recommendations presented in the sections above supersede those in the standard Recommended Grading Specifications. Embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to a minimum of 90 percent of its maximum dry density. The upper 12 inches of subgrade beneath paved areas should be compacted to 95 percent relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. 4.2 FOUNDATIONS 4.2.1 General Conventional shallow foundations may be utilized for the support of the proposed improvements. The footings should have a minimum depth of 18 inches below lowest adjacent finish pad grade (below interior slab -on -grade and sand blanket) for single and two - story structures, respectively. A minimum width of 12 and 24 inches is recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 pounds per square foot (psf) may be assumed for said footings. The bearing capacity may be increased by 1/3 when considering wind and /or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum setback distance of 7 feet exists between the outside bottom edge of the footing and the face of the slope. For retaining wall footings, a minimum setback of 10 feet is recommended. 0 Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Page 5 4.2.2 Reinforcement Both exterior and interior continuous footings should be reinforced with at least two No. 5 bars positioned near the bottom of the footing and at least two No. 5 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. 4.2.3 Groundshaking The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the fault zones mentioned above. As per the 2001 California Building Code (CBC), the following data is presented for the subject site. Seismic Zone 4: Z =0.40 Source Fault: Rose Canyon Fault Seismic Source Type: B Soil Profile Type: So Distance to Seismic Source: >10 kilometers Near - Source Factor N. = 1.0 Near - Source Factor N. = 1.0 Probable ground shaking levels at the site could range from slight to strong depending on the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the structures. 4.2.4 Foundation Excavation Observation It is recommended that all foundation excavations be approved by a representative from SCS &T prior to forming or placement of reinforcing steel. 4.2.5 Settlement Characteristics The anticipated total and differential settlements for the proposed structures can be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. 4.2.6 Expansion Characteristics The prevailing foundation soils were found to be nondetrimentally expansive. The recommendations in this report reflect this condition. Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Page 6 4.2.7 Foundation Plan Review The foundation plans should be submitted to this office for review to ascertain that the intent of the recommendations contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 4.3 SLABS -ON -GRADE 4.3.1 Interior Slab -on -Grade Concrete slabs -on -grade should have a thickness of 5 inches and be reinforced with at least No. 4 reinforcing bars placed at 18 inches on- center each way. Slab reinforcement should be placed approximately at mid - height of the slab and should extend at least 6 inches into the footings. Slabs -on -grade should be underlain by a 4 -inch thick blanket of clean, poorly graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. This blanket should consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively. Where moisture sensitive floor coverings are planned, vapor retardant should be placed over the sand layer. An additional 2 inches of sand should be placed over the vapor retardant. Typically, visqueen is used as a vapor retardant. If visqueen is used, a minimum 10 -mil is recommended. It is our understanding that the moisture protection layer described above will allow the transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under normal conditions. Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions. If this amount of moisture is excessive, additional recommendations will be provided by this office. It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications. In addition, over - watering should be avoided, and good site drainage should be established and maintained to prevent the build -up of excess sub -slab moisture. 4.3.2 Exterior Slab -on -Grade Exterior concrete slabs should have a minimum thickness of 4 inches and should be reinforced with at least No. 3 bars at 18 inches on center each way. All slabs should be provided with weakened plane joints. Joints should be placed where cracks are anticipated to develop naturally, and should be in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Alternative patterns consistent with ACI guidelines also can be used. The landscape architect can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs -on- grade. Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 0511130- 1 R Page 7 A concrete mix with a 1 -inch maximum aggregate size and a water /cement ratio of less than 0.6 is recommended for exterior slabs. A lower water content will decrease the potential for shrinkage cracks. It is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch. This suggestion is meant to address early driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the "Standard Specifications for Public Works Construction" ("Green book"), prepared by Public Works Standards, Inc. It would be prudent to consult with a materials engineer regarding the concrete mix design, and to retain a registered special inspector to observe the placement of concrete. Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing and redistribution of stresses. Some shrinkage cracks should be expected and are not necessarily an indication of excessive vertical movement or structural distress. Factors that contribute to the amount of shrinkage that takes place in a concrete slab include joint spacing, depth, and design; concrete mix components; water /cement ratio and surface finishing techniques. According to the undated 'Technical Bulletin" published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association (see Appendix B), flatwork formed of high -slump concrete (high water /cement ratio) utilizing 3/8 -inch maximum size aggregate ( "Pea Gravel Grout' mix) is likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. 4.4 EARTH RETAINING WALLS 4.4.1 Foundations The recommendations provided in the foundation section of this report are also applicable to earth retaining structures. 4.4.2 Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 300 lost per foot of depth. This pressure may be increased by 1/3 for seismic loading. The coefficient of friction between concrete and the underlying material may be assumed to be 0.3. When combining frictional and passive resistance, friction should be reduced by 1/3. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls. Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Page 8 4.4.3 Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level backf ills may be assumed to be equivalent to the pressure of a fluid weighing 35 pounds per cubic foot (pcf). For restrained walls, an equivalent fluid pressure of 50 pcf may be assumed. An additional 15 pcf should be added to said values for 2:1 (horizontal: vertical) sloping backfill conditions. These pressures do not consider any other surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect. A typical wall subdrain detail is provided on the attached Plate No. 2. 4.4.4 Waterproofing and Subdrain Observation The geotechnical engineer should be requested to verify that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, we will not verify proper application of the waterproofing. 4.4.5 Backfill All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the grout has reached an adequate strength. 4.4.6 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design- 5 LIMITATIONS 5.1 REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the California Building Code. It is recommended that SCS &T be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Mr, David Kirksey/ Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Page 9 5.2 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and /or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. 5.3 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. 5.4 TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the standards -of- practice and /or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. 5.5 PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. O L: NDERCC'r SUBDRAIN lll TML Not to Scale Y minimum f -unsh Grade Na J' e Soil Rtirafi 140 4' or equivalent --_ _ `A mmurn 1 ft ft - -_ - crushed rock Native 2°,0 2_'0 4" perforated plastic pipe. Soil DR35 or equivalent. holes down. Minimum 1 ", to drain. Concrete plug at solid pipe connection SC SOUTHERN CALIFORNIA KIRKSEY / SINGER RESIDENCE BY: DBA DATE: 06 -20 -05 S T SOIL & TESTING, INC. JOB NUMBER: 0511130 -1 IPLATENO. : 1 a" min Compacted Fill Typical Retaining Wall 3/4• Subdrain Detail { crushed Not to Scale rock. 2i3 wall height ` 1 V �,,� 12" V min. Miradrain 6000 Compacted or equivalent, 2/3 wall height Fill Q-- _ 1 1 Q 0 Q Floor Slab L—Lf Q Filter Fabric between rock and soil I] Backcut Q Waterproof back of wall following architects specifications Q 4- minimum perforated pipe. SDR35 or equivalent, holes down. 1 % fall to outlet, top of pipe below top of slab. encased in 3i4' crushed rock. Provide 3 cubic feet per !inear foot crushed rock minimum. Crushed rock to be surrounded by filter fabric (Miraft 140N or equivalent), with 6' minimum overlap. Provide solid outlet pipe at suitable location. SG SOUTHERN CALIFORNIA I KIRKSEY /SINGER RESIDENCE ST SOIL & TESTING, INC. BY: DBA DATE: 06 -20 -05 JOB NUMBER: 0511130 -1 IPLATE NO.: 2 APPENDIX A qil� Mr. David Kirksey /Ms. Roxanne Singer June 21. 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Appendix A, Page 1 KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the accompanying report and /or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D 1557 Density of Soil In -Place - ASTM D 1556 or ASTM D 2922 E�� Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 0511130- 1 R Appendix A, Page 2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground, which is defined as natural soils which possesses an in -situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soils. The lower bench shall be at least 10 feet wide or 1 -1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above- described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and /or a qualified Structural Engineer. "Q_ Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 0511130- 1 R Appendix A. Page 3 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non - structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than 4 feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over -built and cutback to finish contours after the slope has been fly Y Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 05 1 1 1 30 -1 R Appendix A. Page 4 constructed. Slope compaction operations shall result in all fill material 6 or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511730- 1 R .Appendix A. Page 5 SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29 -C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. �l�l;� �.`T�IFi� Southern Southern fa is California Rock Read Mixed TECHNICAL Products Concrete BULLETIN Association :lssocialion 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southern California for slabs on grade. Many complaints of `poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready -mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional 1" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more fluid or pumpable. This increased shrinkage will cause more cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water /cement ratio that also leads to lower strengths and more cracking. Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage potential that contains the maximum size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage of the cement paste. Suggested Spacing of Control Joints Slab Less than Larger than Slump less Control Joint thickness ' /,in. aggregate /, -in. aggregate than 4-in. Min. depth inches spacing, It spacing, ft. spacing, fL Inches 3 6 8 9 0.75 4 8 10 12 1.00 5 10 13 15 1.25 6 12 15 18 1.50 7 14 18 -'1 1.75 Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. Concrete is an excellent building material for residential construction. In addition to its superior overall appearance, it can be molded to many shapes and finished with many textures. Concrete may be colored or combined with stone, brick, or tile paving in many interesting patterns. Concrete is a good material to use for ground cover. Concrete slabs are low- maintenance, long- lasting home additions, especially when compared to other materials. With carefull planning the average homeowner can construct his own patio or sidewalk, or he may choose to employ an experienced contractor. In either case the homeowner should familiarize himself with these guidelines so that the end result will be consistent with the homeowner's desires. LAYOUT - JOINTS The first task of the planning process is to determine the location and slope of the concrete. The concrete should be sloped so that water drains away from buildings and does not accumulate in low spas. A slope of 1 to 2% (or 1/8 to 1/4 inch per linear foot) is generally recommended. Concrete shrinks as it dries out and therefore will crack. In order to control cracks into straight lines and to mittirnize the occurrence of cracks, " contraction" and "isolation" joints are cut or tool grooved into concrete slabs. "Joints" are simply weakened cross sections in slabs resulting in good looking preplanned cracks. (figure 2) Fig, 1 Concrete walks, driveways, and patios should be provided with property - placed joints. Control jams SAWED TOOLED SLAII • C' _ne .J •��'.:. '� rt% Sol, —II 'Ell lllryl sat. CONCRETE CRACKS aatow JO1Nv Fig. 2 A) "Contraction Joints"are grooves built into slabs which allow the concrete to break in a straight line. The maximum distance between contraction joints should generally be held down to about 10 feet. Slab sections should be approximately square and should not be L- shaped. The length of a slab should not exceed 1.5 titres the width. Driveways which are two cars wide should be provided with a joint down the middle of the driveway (figure 1). Joints should be cut to a depth equal to at least 1/4 of the thickness of the slab (e.g. I" deep in a 4" thick slab). If the joint is to be created by saw - cutting rather than by grooving with a tool before the concrete has hardened, the saw cutting should be done no later than the day after the concrete is placed (especially during hot weather), the same day, if possible. R) "Isolation Joints" which separate the slab from adjacent fixed structures such as house footings and plumbing fixtures will allow the concrete to shrink back from those structures instead of cracking out in the middle of the slab. In order to prevent the new slab from bonding to existing structures and pipes• the slab should be isolated by placing premolded joint material or building paper between the new slab and those structures (figure 3). Either avoid installing drains cast into the new slab, or allow for slab movement around the drain. A wide joint space may be filled with caulking later. Isolation pints �- IawE •' � c a a.• `. ✓Isolation pint r. ,`, � When the slab shrinks• it is free to .4 '4 •!' • • move, thus preventing a Crack. w .s .. >R 'St t •. t .. SOIL If the foundation settles, the slab is not affected. Fig. 3 Use isolation joints between concrete sections that need to move relative to each other. SLAB THICKNESS - REINFORCING Most walks and driveways are constructed approximately 4" thick unless vehicles heavier than cars frequently pass over the concrete. if the slab is subjected to heavier loads, a thickness of 5" is usually recommended. It is important that the slabs are uniformly thick. They should be as thick in the middle as they are at the edges. blue fabric or other types of steel reinforcing are generally not needed or recommended for walks, patios, and driveways. FORMWORK AND SUBGRADE PREPARATION It is important that the soil beneath the slab is cut to a uniform depth, is firm and compacted, and is moist but not weL This soil must be stable or the concrete will crack. It is usually not necessary to place plastic sheeting under exterior concrete slabs and it is never recommended that the concrete is placed directly onto plastic sheeting. If plastic sheeting is to be used, place a 2" layer of damp, not wet, sand on top of the plastic so that the concrete can dry out uniformly throughout its depth. Formwork must be sturdy and adequately braced 2 x 4 -inch boards are generally used and should be staked no more than 4 feel apart. All "butt joints" in the lumber should be backed up with a stake (figure 4). Remember, you will not have time to construct or reconstruct the Formwork when the concrete arrives so do the necessary work now! Put stake at all butt joint& TOOL UP FIRST! After nailing• cut off stake for easier finishing. x4- I ��a 1 1 —__ JI SIL Fig. 4 Now is the time to line up the necessary tools, or to make sure the contractor has the tools he needs. A) Sturdy wheelbarrows or buggies are needed if the concrete can not be placed directly from the truck chute, and if the concrete is not going to be pumped. A sturdy "wheelbarrow operator" or two would be a nice addition to the labor crew. B) Short- handed, square -ended shovels are used to spread out the concrete in the forms, and to tamp down the concrete along the edges of the slab. C) A straightedge (usually a 2 x 4 board) is used to strike off and level the concrete using a sawing style motion. D) A wood or metal float is used to further level the concrete without sealing the surface (figure 5). Bull floats may be either wood or magnesium. For non -air- entrained concrete, wood bull floats may be best but for air - entrained concrete. metal bull floats are hener. Bull floats are used to get no of the high and low spots after staightedging. E) Edger tools should be used all the way around the exposed edges so that a rounded edge is formed. In addition to making the concrete look good, rounded edges are safer is case of trips and falls. F) Jointing tools are used to cut straight grooves into the concrete. The jointing tool should have a blade depth of at least one -fourth the depth of the slab (figure 6). A contractor may elect to saw- cutjoints the next day or may use premolded plastic strips. G) A trowel is used to seal and compact the top surface of the concrete. Repeated troweling will create a hard smooth slippery surface which usually is not desirable for exterior concrete exposed to rain or other water. Fig. 6 A straightedge such as a board, 1 inch thick and at least 6 inches wide, 4 recommended as a guide when soonng with a groove,. H) A semi -stiff bristled push -broom may be used to create a roughened non -slip surface. In addition to providing an excellent non -slip surface, the use of a "broom finish" reduces or eliminates the need for troweling (figure 7). 1) A heavy spray application of liquid curing compound is the most practical method to prevent rapid drying and cracking of the slab. Water may be used istead but the concrete must be kep- continually wet for three to seven days. The use of plastic sheeting may cause strong discoloration of the concrete surface. ORDERING YOUR CONCRETE If you order your own concrete, consult with your local ready - mixed concrete producer to select the correct concrete mixture for your needs. Unless your house is located at high elevations where freezing and thawing occurs regularly, there is no need tc use air - entraining admixtums. Be sure to tell the supplier if the concrete is to be pumped intc place. Be sure that the truck has access to the point at which you want him to discharge his load. Check the width of driveways and the height of overhead power and telephone lines. Be advised that concrete trucks are heavy and may crack existing walks and driveways. The use of pea gravel (3f8'� pump mix is not recommended for residential use. This type of concrete shrinks more when it dries than concrete made with I" gravel. Because it shrinks more it also cracks more. If the homeowner must use a 3/8" pump mix. please refer to the technical bulletin, 318" Aggregate "Pea Gravel Grout" Mix for Use in Flatwork, published by the Techricai Committee of the Southern California Ready Mixed Concrete Association. Concrete is sold in units of cubic yards (I cubic yard equals 21 cubic feet). Order quantities small enough so that you can place and finish the concrete before it hardens. An experienced homeowner should order no more than 3 cubic yards at one time and should have at least one other person to help. Avoid placing Fig, 7 Browned finish can be obtained by pulling damp brooms across freshly - floated or troweled surfaces. concrete during very hot and windy weather, or at least get more help. Concrete placed during hot weather will dry sooner and has a tendency to crack. When placing your order remember to include an allowance for an additional 10 %. This should prevent you from coming up just short of what you need due to waste, spillage, and variations in measurements. SAFETY Exercise crowd control over children, dogs, neighbors and the like. Beware of trucks as they back into position. Wear protective clothing like rubber gloves to keep the wet concrete off of your skin. People with sensitive skin can have their skin irritated by wet concrete. SUMMARY Further information including advice on special finishes is contained in the list of references in this publication. Building residential driveways, sidewalks and patios of concrete is a good outdoor project for the homeowner. Hopefully these guidelines will assist you in completing a successful and satisfying job. (Illustrations in this publication courtesy of the National Association of Home Builders, the American Concrete Institute, and Portland Cement Association.) REFERENCES 1. "Concrete in Practice" (CIP) Series. Available from National Ready Mixed Concrete Association, 900 Spring Street, Silver Springs, Maryland 20910. 2. "Cement Mason's Guide." Publication No. PA122.02H, Portland Cement Association, 5420 Old Orchard Road, Skokie, Illinois 60077 3. "Residential Concrete." National Association of Home Builders, 15th R "M" Streets, N.W., Washington, D.C. 20005. 4. "Concrete Craftsman Series - Slabs on Grade," American Concrete Institute, P.O. Box 19150 Redford Station. Detroit, Michigan 48219. 5. "Finishing Concrete Slabs, Exposed Aggregate, Patterns, and Colors" Publication No. IS206.01T, Portland Cement Association, 5420 Old Orchard Road, Skokie, Illinois 60077. n<w 1n r w..acu and rte s«e,r«C 4o Roers WCo« �d,ri.. .�r.edw 2,w Wio 0.. in.. ie+.vk pw«nee « �nf«mrwn dcvrloped q Uk xuocwloas Phone (818) 441 -3107 for a list of our preferred ready mixed concrete providers. rL■� 1 c0UNI1 Southern California Ready Mixed Concrete Association < SOIL IS TESTING, INC S a 0 i V s x 0 N PHONE (619) 280 -4321 TOLL FREE (877) 215 -4321 FAX (619) 2804717 UPDATE REPORT KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA PREPARED FOR: MR. DAVID KIRKSEY MS. ROXANNE SINGER 964 RANCHO SANTA FE ROAD ENCINITAS, CALIFORNIA 92024 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 vvvvvvscst.com oEC 2 % V% 1 < SOIL 6 TESTING. iW Z c PNONE O (619) 280 -4321 TOLL FREE z (877) 215 -4321 c W f ( X (619) 2BOA717 0 N June 21. 2005 Mr. David Kirksey Ms. Roxanne Singer 964 Rancho Santa Fe Road Encinitas, California 92024 Subject: UPDATE REPORT KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 w .Scst.com SCS &T No. 0511130 Report No. 1 R Reference: "Summary of Field Observations and Tests for Relative Compaction, City of Encinitas Tract No. 92 -108'; prepared by Southern California Soil and Testing, Inc.; dated January 24, 2000 (SCS &T 9811318 -7). Dear Mr. Kirksey and Ms. Singer: In accordance with your request we have completed an update report for the subject project. The findings and recommendations of our study are presented herewith. In general, the findings of this study indicate that the site is suitable for the proposed development. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Dani�TB ./Adler,,KCE 36037 Vice Pre iden A J37 3006 DBA.sd CIM (4) Addressee OF GAi'cO" t�2\ 1 G) z Z •7 E Michael P. Farr, CEG #1938 Associate Engineering Geologist Spa[ p,E L , k 0C i s 0 193899 -FCrIF;EO 9 NCINEEFWO GEOLOGIST 5 -31 -07 a�P C ALIFOP TABLE OF CONTENTS SECTION PAGE I INTRODUCTION AND PROJECT DESCRIPTI ON ....................................... ..............................1 2 FINDI NGS ................ .. ............................ ... ............. .. ....... » .......... ».. .... _ .................... ».... ... .. ........... _..1 2.1 SITE DESCRIPTION ............................................................................................ ..............................1 2.2 SUBSURFACE CONDITIONS ............................. .................................................. ..............................I 2.2.1 Soil Description ...................................................................................... ............................... l 3 CONCLUSIONS .................................................................................................... ..............................2 4 PRELIMINARY RECOMMENDATI ONS ........................................................ ..............................2 4.1 GRADING .......................................................................................................... ..............................2 4.1.1 Site Preparation ...................................................................................... ..............................2 4.1.2 Undercut .................................................................................................. ..............................2 4.1.3 Processing of Fill Areas ..................................................:....................... ..............................2 4.1.4 Subdrain .................................................................................................. ..............................2 4.1.5 Oversized Rock ........................................................................................ ..............................2 4.1.6 Compaction and Method of Fil ling ......................................................... ..............................3 4.1.7 Surface Drainage .................................................................................... ..............................3 4.1.8 Grading Plan Review .............................................................................. ..............................4 4.1.9 Earthwork ................................................................................................ ..............................4 4.2 FOUNDATIONS .................................................................................................. ..............................4 4.2.1 General .................................................................................:.................. ..............................4 4.2.2 Reinforcement .......................................................................................... ..............................5 4.2.3 Ground shaking ....................................................................................... ..............................5 4.2.4 Foundation Excavation Observation ....................................................... ..............................5 4.2.5 Settlement Characteristics ...........................,............................................ ..............................5 4.2.6 Expansion Characteristics ...................................................................... ..............................5 4.2.7 Foundation Plan Review ......................................................................... ..............................6 4.3 SLABS -0N - GRADE .................`.......................................................................... ..............................6 4.3.1, Interior Slab -on- Grade ............................................................................ ..............................6 4.3.2 Exterior Sl ab- on- Grade ........................................................................... ..............................6 4.4 EARTH RETAINING WALLS ............................................................................... ..............................7 4.4.1 Foundations ............................:................................................................ ..............................7 4.4.2 Passive Prjrssure ...................................................................................... ..............................7 4.4.3 Active Pressure ........................................................................................ ..............................8 4.4.4 Waterproofing and Subdrain Observation ............................................... ..............................8 4.4.5 Backfrl l .................................................................................................... ..............................8 4.4.6 Factor of Safety ....................................................................................... ..............................8 5 LIMITATIONS ..... .. ......... .. ............................. .. ........ __..................... .... ........... _ ...._... 8 5.1 REVIEW, OBSERVATION AND TESTING ............................................................. ..............................8 5.2 UNIFORMITY OF CONDITIONS ........................................................................... ..............................9 5.3 CHANGE IN SCOPE ............................................................................................ ..............................9 5.4 TIME LIMITATIONS ........................................................................................... ..............................9 5.5 PROFESSIONAL STANDARD .............................................................................. ..............................9 TABLE OF CONTENTS (Continued) SECTION PAGE ATTACHMENTS PLATES Plate 1 Subdrain Detail Plate 2 Typical Wall Subdrain Detail APPENDICES Appendix A Grading Recommendations Appendix B Technical Bulletin �y < SOIL & TESTING, 'RC 2 W PHONE (619) 2804321 TOIL FREE i (877) 215 -4321 W_ FAX (619) 280 -4717 0 N UPDATE REPORT KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA 1 INTRODUCTION AND PROJECT DESCRIPTION P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 w .Scst.com This report presents the update report for a proposed residential structure to be constructed at 3515 Jasmine Crest in the city of Encinitas, California. It is our understanding that the subject project will consist of a single -story residential structure of wood -frame construction. Shallow foundations and conventional concrete slab -on -grade floor systems are anticipated. Exterior and interior retaining walls up to about 8 feet in height are proposed. Grading will consist of cuts and fills less than about 9 feet in depth. To assist in the preparation of this report, we were provided with an undated street grading and roundabout plan prepared by Gerald Dalziel. 2 FINDINGS 2.1 SITE DESCRIPTION The subject site is trapezoidal- shaped parcel of land located at 3515 Jasmine Crest in the city of Encinitas, California. The site is further described as Lot 7 of City of Encinitas Tract 92 -108. The property is presently vacant and was graded to its present configuration in 1999- The site is bounded on the north by Jasmine Crest and is otherwise surrounded by developed and vacant land. Topographically, the site consists of a flat lying building pad surrounded with cut and fill slopes. 2.2 SUBSURFACE CONDITIONS 2.2.1 Soil Description The subject site is underlain by compacted fill and metavolcanic rock. Fill soils underlie the entire building pad to depths ranging from about 3 feet to 25 feet below existing grade, increasing toward the south. The fill consists primarily of clayey sands (Expansion Index = 34) with rock fragments. Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSd 7 No. 0511130- 1 R Page 2 3 CONCLUSIONS In general, no geotechnical conditions were encountered which would preclude the development of the site as presently proposed provided the recommendations presented herein are followed. The main geotechnical conditions encountered that will affect the development of the site, as presently planned, are the presence of relatively deep fill soils, as well as proposed cuts for driveway realignment. It is recommended that foundation and concrete slab -on -grade considerations be implemented to account for the existing fill depth and differential thickness. Proposed driveway cuts will likely encounter hard metavolcanic rock requiring heavy ripping and rock breaking equipment. Cuts for building construction may also encounter hard rock. 4 PRELIMINARY RECOMMENDATIONS 4.1 GRADING 4.1.1 Site Preparation It is recommended that existing surficial soils underlying the building pad be removed to a depth of 2 feet. 4.1.2 Undercut It is recommended that near surface hard rock be undercut to a minimum depth of 3 feet below pad grade or 1 foot below the deepest footing, whichever is more. 4.1.3 Processing of Fill Areas Prior to replacing excavated soils or filling over competent ground or approved bottoms of excavations, the exposed materials should be scarified to a depth of 12 inches, watered thoroughly, and compacted to at least 90 percent relative compaction as determined in accordance with ASTM D 1557 -00, Method A or C. All references to relative compaction in this report are based on this test method. 4.1.4 Subdrain A subdrain may be recommended around the proposed building pad. A typical subdrain configuration is shown on Plate 1. This requirement will be evaluated during grading. 4.1.5 Oversized Rock Oversized rock is defined as rock exceeding 6 inches in maximum dimension. Oversized rock should not be placed in structural fills. fey Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey /Singer Residence SCS &T No. 05 1 1 130 -1 R Page 3 4.1.6 Compaction and Method of Filling All structural fill should be compacted to a relative compaction of at least 90 percent. Fills should be placed at or slightly above optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by the project geologist or geotechnical engineer. Fill material should be free of rocks or lumps of soil in excess of 6 inches in maximum dimension. Oversized rock may be place as discussed in the preceding paragraph. Fills should be benched into temporary slopes and into competent natural soils when the natural slope is steeper than 5:1 (horizontal to vertical). Keys should be constructed at the toes of all fill slopes. The keys should extend at least 1 -foot into firm natural ground and should be sloped back at least 2 percent into the slope. Keys should have a minimum width of 15 feet. Utility trench backfill within 5 feet of the proposed structures and beneath pavements should be compacted to a minimum of 90 percent relative compaction. The upper 12 inches of subgrade beneath paved areas should be compacted to 95 percent relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. All grading and fill placement should be performed in accordance with the County of San Diego Grading Ordinance, the California Building Code, and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix A. 4.1.7 Surface Drainage Final surface grades around the proposed buildings should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward appropriate drainage facilities. Rain gutters on the structures that discharge runoff away from the buildings are recommended. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without ponding. In general, we recommend that the ground adjacent to structures slope away at a gradient of at least 2 percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5 percent within the first 5 feet from the structures. ClC SIT Mr. David Kirksey i Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 0511130- 1 R Page 4 Drainage patterns approved at the time of fine grading should be maintained throughout the life of the proposed structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 4.1.8 Grading Plan Review The grading plans should be submitted to this office for review to ascertain that the recommendations contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 4.1.9 Earthwork All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. The special site preparation recommendations presented in the sections above supersede those in the standard Recommended Grading Specifications. Embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to a minimum of 90 percent of its maximum dry density. The upper 12 inches of subgrade beneath paved areas should be compacted to 95 percent relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. 4.2 FOUNDATIONS 4.2.1 General Conventional shallow foundations may be utilized for the support of the proposed improvements. The footings should have a minimum depth of 18 inches below lowest adjacent finish pad grade (below interior slab -on -grade and sand blanket) for single and two - story structures, respectively. A minimum width of 12 and 24 inches is recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 pounds per square foot (psf) may be assumed for said footings. The bearing capacity may be increased by 1/3 when considering wind and /or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum setback distance of 7 feet exists between the outside bottom edge of the footing and the face of the slope. For retaining wall footings, a minimum setback of 10 feet is recommended. Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Page 5 4.2.2 Reinforcement Both exterior and interior continuous footings should be reinforced with at least two No. 5 bars positioned near the bottom of the footing and at least two No. 5 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. 4.2.3 Groundshaking The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the fault zones mentioned above. As per the 2001 California Building Code (CBC), the following data is presented for the subject site. Seismic Zone 4: Z =0.40 Source Fault: Rose Canyon Fault Seismic Source Type: B Soil Profile Type: So Distance to Seismic Source: >10 kilometers Near - Source Factor Na = 1.0 Near - Source Factor N, = 1.0 Probable ground shaking levels at the site could range from slight to strong depending on the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the structures. 4.2.4 Foundation Excavation Observation It is recommended that all foundation excavations be approved by a representative from SCS &T prior to forming or placement of reinforcing steel. 4.2.5 Settlement Characteristics The anticipated total and differential settlements for the proposed structures can be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. 4.2.6 Expansion Characteristics The prevailing foundation soils were found to be nondetrimentally expansive. The recommendations in this report reflect this condition. Sc SIT Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Rage 6 4.2.7 Foundation Plan Review The foundation plans should be submitted to this office for review to ascertain that the intent of the recommendations contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 4.3 SLABS -ON -GRADE 4.3.1 Interior Slab -on -Grade Concrete slabs -on -grade should have a thickness of 5 inches and be reinforced wittrat least No. 4 reinforcing bars placed at 18 inches on- center each way. Slab reinforcement should be placed approximately at mid - height of the slab and should extend at least 6 inches into the footings. Slabs -on -grade should be underlain by a 4 -inch thick blanket of clean, poorly graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. This blanket should consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively. Where moisture sensitive floor coverings are planned, vapor retardant should be placed over the sand layer. An additional 2 inches of sand should be placed over the vapor retardant. Typically, visqueen is used as a vapor retardant. If visqueen is used, a minimum 10 -mil is recommended. It is our understanding that the moisture protection layer described above will allow the transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under normal conditions. Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions. If this amount of moisture is excessive, additional recommendations will be provided by this office. It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications. In addition, over - watering should be avoided, and good site drainage should be established and maintained to prevent the build -up of excess sub -slab moisture. 4.3.2 Exterior Slab -on -Grade Exterior concrete slabs should have a minimum thickness of 4 inches and should be reinforced with at least No. 3 bars at 18 inches on center each way. All slabs should be provided with weakened plane joints. Joints should be placed where cracks are anticipated to develop naturally, and should be in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Alternative patterns consistent with ACI guidelines also can be used. The landscape architect can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs -on- grade. �i� Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Page 7 A concrete mix with a 1 -inch maximum aggregate size and a water /cement ratio of less than 0.6 is recommended for exterior slabs. A lower water content will decrease the potential for shrinkage cracks. It is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch. This suggestion is meant to address early driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the "Standard Specifications for Public Works Construction" ( "Greenbook "), prepared by Public Works Standards, Inc. It would be prudent to consult with a materials engineer regarding the concrete mix design, and to retain a registered special inspector to observe the placement of concrete. Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing and redistribution of stresses. Some shrinkage cracks should be expected and are not necessarily an indication of excessive vertical movement or structural distress. Factors that contribute to the amount of shrinkage that takes place in a concrete slab include joint spacing, depth, and design; concrete mix components; water /cement ratio and surface finishing techniques. According to the undated 'Technical Bulletin" published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association (see Appendix B), flatwork formed of high -slump concrete (high water /cement ratio) utilizing 3/8 -inch maximum size aggregate ( "Pea Gravel Grout' mix) is likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. 4.4 EARTH RETAINING WALLS 4.4.1 Foundations The recommendations provided in the foundation section of this report are also applicable to earth retaining structures. 4.4.2 Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 300 psf per foot of depth. This pressure may be increased by 1/3 for seismic loading. The coefficient of friction between concrete and the underlying material may be assumed to be 0.3. When combining frictional and passive resistance, friction should be reduced by 1/3. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls. Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 0511130- 1 R Page 8 4.4.3 Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 35 pounds per cubic foot (pcf). For restrained walls, an equivalent fluid pressure of 50 pcf may be assumed. An additional 15 pcf should be added to said values for 2:1 (horizontal: vertical) sloping backfill conditions. These pressures do not consider any other surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect. A typical wall subdrain detail is provided on the attached Plate No. 2. 4.4.4 Waterproofing and Subdrain Observation The geotechnical engineer should be requested to verity that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, we will not verify proper application of the waterproofing. 4.4.5 Backfill All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the grout has reached an adequate strength. 4.4.6 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design. 5 LIMITATIONS 5.1 REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the California Building Code. It is recommended that SCSBT be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Mr. David Kirksey/ Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSBT No. 0511130- 1 R Page 9 5.2 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and /or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. 5.3 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. 5.4 TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the standards -of- practice and /or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. 5.5 PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. C L: NDE'itcu'r SL'BDRAIN DETAIL Not to Scale 5' minimum 1-1171sh G,ad& +Vath.v Soil i Mirafi 140 ; 4' or equivalent �� -, t Minimum 1 R ft L. =• :3 crushed rock j' Native '-2 4" perforated plastic pipe. Soil OR35 or equivalent. holes down. Minimum 1°!, to drain. Concrete plug at solid pipe connection SC SOUTHERN CALIFORNIA KIRKSEY/ SINGER RESIDENCE BY. DBA JDATE : 06 -20 -05 S T SOIL & TESTING, INC. JOB NUMBER: 0511130 -1 PLATE NO.: 1 Q SC ST ` 18" min. _ — Compacted r.--FN: --- _ k 3/4' crushed rock. 1 2,,3 wail height Floor Slab Filter Fabric between rock and soil Backcut Typical Retaining Wall Subdrain Detail Not to Scale Miradrain 6000 or equivalent, Compacted 213 wall height Fill Waterproof back of wall following architects specifications 4' minimum perforated pipe. SDR35 or equivalent. holes down, 1 ; fall to outlet. top of pipe below top of slab, encased in 3W crushed rock. Provide 3 cubic feet per linear fool crushed rock minimum. Crushed rock to be surrounded by filter fabric (Mirah 140N or equivalent), with 6' minimum overlap. Provide solid outlet pipe at suitable location. SOUTHERN CALIFORNIA I KIRKSEY /SINGER RESIDENCE SOIL & TESTING, INC. [BY: DBA DATE: NO.: APPENDIX A Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130- 1 R Appendix A, Page 1 KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the accompanying report and /or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D 1557 Density of Soil In -Place - ASTM D 1556 or ASTM D 2922 Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Appendix A. Page 2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground, which is defined as natural soils which possesses an in -situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soils. The lower bench shall be at least 10 feet wide or 1 -1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above - described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and /or a qualified Structural Engineer. 5'c SST Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Appendix A, Page 3 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non - structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than 4 feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over -built and cutback to finish contours after the slope has been SIC SIT Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130- 1 R Appendix A, Page 4 constructed. Slope compaction operations shall result in all fill material 6 or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. 0 Mr. David Kirksey; Ms. Roxanne Singer June 21, 2005 Kirksey i Singer Residence SCS& T No. 0511130- 1 R Appendix A, Page 5 SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired b6fore acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29 -C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. �y APPENDIX B C Southern Southern California Rtk (:ahrnrnia TECHNICAL Rock Readv Ali <ed Products Concrete \ssuciaton Association BULLETIN 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southern Califomia for slabs on grade. Many complaints of 'poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready -mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional 1" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more fluid or pumpable. This increased shrinkage will cause more cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water /cement ratio that also leads to lower strengths and more cracking. Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage potential that contains the maximum size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage of the cement paste. Suggested Spacing of Control Joints Slab Less than Larger than Slump less Control Joint thickness % -in. aggregate % -in. aggregate than 4 -in. Min. depth inches spacing, ft. spacing, ft, spacing, rt Inches 3 6 8 9 0.75 4 8 10 12 1.00 5 10 13 15 1.25 6 12 15 18 1.50 7 14 18 21 1.75 Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. Concrete is an excellent building material for residential construction. In addition to its superior overall appearance, it can be molded to many shapes and finished with many textures. Concrete may be colored or combined with stone, brick, or tile paving in many interesting patterns. Concrete is a good material to use for ground cover. Concrete slabs are low- maintenance, long- lasting home additions, especially when compared to other materials. With careful) planning the average homeowner can construct his own patio or sidewalk, or he may choose to employ an experienced contractor. In either case the homeowner should familiarize himself with these guidelines so that the end result will be consistent with the homeowner's desires. LAYOUT - JOINTS The first task of the planning process is to determine the location and slope of the concrete. The concrete should be sloped so that water drains away from buildings and does not accumulate in low spots. A slope of I to 2% (or 1/8 tol /4 inch per linear foot) is generally recommended. Concrete shrinks as it dries out and therefore will crack. In order to control cracks into straight lines and to minimize the occurrence of cracks, "contraction" and "isolation" joints are cut or tool grooved into concrete slabs. "Joints" are simply weakened cross sections in slabs resulting in good looking preplanned cracks. (figure 2) Fig. 1 Concrete walks, driveways, and patios should be provided wleh prCperly- placed pints. Control (dints sXWlD TOOLED sLAD -� : � ►. ^? �J J� 'n;rr'_?. sw—II rN Npl saL CONCRETE CRACHa aeteW Jounit Fig. 2 A) "Contraction Joints"are grooves built into slabs which allow the concrete to break in a straight line. Tice maximum distance between contraction joints should generally be held down to about 10 feet. Slab sections should be approximately square and should not be L- shaped. The length of a slab should not exceed 1.5 times the width. Driveways which are two cars wide should be provided with a joint down the middle of the driveway (figure 1). Joints should be cut to a depth equal to at least 114 of the thickness of the slab (e.g. 1" deep in a 4" thick slab). If the joint is to be created by saw - cutting rather than by grooving with a tool before the concrete has hardened, the saw cutting should be done no later than the day after the concrete is placed (especially during hot weather), the same day, if possible. B) "Isolation Joints" which separate the slab from adjacent fixed structures such as house footings and plumbing fixtures will allow the concrete to shrink back from those structures instead of cracking out in the middle of the slab. In order to prevent the new slab from bonding to existing structures and pipes, the slab should be isolated by placing premolded joint material or building paper between the new slab and those structures (figure 3). Either avoid installing drains cast into the new slab, or allow for slab movement around the drain. A wide joint space may be filled with caulking later. Isolation joints Hower ^ Isolation pint C s = s L. I%. sou When the slab shrinks, it is free to move. thus preventing a crack. If the foundation settles. the slab is not affected. Fig. 3 Use isolation joints between concrete sections that need to move relative to each other. MEN SLAB THICKNESS - REINFORCING Most walks and driveways are constructed approximately 4" thick unless vehicles heavier than cars frequently pass over the concrete. If the slab is subjected to heavier loads, a thickness of 5" is usually recommended. It is important that the slabs are uniformly thick. They should be as thick in the middle as they are at the edges. Were fabric or other types of steel reinforcing are generally not needed or recommended for walks, patios, and driveways. FORMWORK AND SUBGRADE PREPARATION It is important that the soil beneath the slab is cut to a uniform depth, is fine and compacted, and is moist but not wet. This soil must be stable or the concrete will crack. It is usually not necessary to place plastic sheeting under exterior concrete slabs and it is never recommended that the concrete is placed directly onto plastic sheeting. If plastic sheeting is to be used, place a 2" layer of damp, not wet, sand on top of the plastic so that the concrete can dry out uniformly throughout its depth. Formwork must be sturdy and adequately braced 2 x 4 -inch boards are generally used and should be staked no more than 4 feet apart All "butt joints" in the lumber should be backed up with a stake (figure 4). Remember, you will not have time to construct or reconstruct the formwork when the concrete arrives so do the necessary work now! Pul stake at all butt joints. TOOL UP FIRST! x4 Fig. 4 II — I tJ SOIL After nailing, cut off stake for easier finishing. Now is the time to line up the necessary tools, or to make sure the contractor has the tools he needs. A) Sturdy wheelbarrows or buggies are needed if the concrete can not be placed directly from the truck chute, and if the concrete is not going to be pumped. A sturdy "wheelbarrow operator" or two would be a nice addition to the labor crew. B) Short- handed, square -ended shovels are used to spread out the concrete in the forms, and to tamp down the concrete along the edges of the slab. C) A straightedge (usually a 2 x 4 board) is used to strike off and level the concrete using a sawing style motion. D) A wood or metal float is used to further level the concrete without sealing the surface (figure 5). Bull floats may be either wood or magnesium. For non- air - entrained concrete, wood bull floats may be best but for air - entrained concrete, metal bull floats are better. Bull Finals are used to gel nd of the high and low spots after staighladging. E) Edger tools should be used all the way around the exposed edges so that a rounded edge is formed. In addition to making the concrete look good, rounded edges are safer is case of trips and falls. F) Jointing tools are used to cut straight grooves into the concrete. The jointing tool should have a blade depth of at least one -fourth the depth of the slab (figure 6). A contractor may elect to saw -cut joints the next day or may use premolded plastic strips. G) A trowel is used to seal and compact the top surface of the concrete. Repeated troweling will create a hard smooth slippery surface which usually is not desirable for exterior concrete exposed to rain or other water. Fig, 6 A straightedge such as a board, 1 inch thick and at least 6 inches wide, is recommended as a guide when scoring with a groover. H) A semi -stiff bristled push -broom may be used to create a roughened non -slip surface. In addition to providing an excellent non -slip surface, the use of a "broom finish" reduces or eliminates the need for troweling (figure 7). 1) A heavy spray application of liquid curing compound is the most practical method to prevent rapid drying and cracking of the slab. Water may be used istead but the concrete must be kept continually wet for three to seven days. The use of plastic sheeting may cause strong discoloration of the concrete surface. ORDERING YOUR CONCRETE If you order your own concrete, consult with your local ready - mixed concrete producer to select the correct concrete mixture for your needs. Unless your house is located at high elevatiow where freezing and thawing occurs regularly, there is no need tc use air - entraining admixtures. Be sure to tell the supplier if the concrete is to be pumped intc place. Be sure that the truck has access to the point at which you want him to discharge his load. Check the width of driveways and the height of overhead power and telephone litres. Be advised that concrete trucks are heavy and may crack existing walks and driveways. The use of pea gavel (M'l pump mix is not nxormnencled foi residential use. This type of concrete shrinks more when it dries than concrete made with t" gravel. Because it shrinks more it also cracks more. If the homeowner must use a 3 /8" pump mix please refer to the technical bulletin, 3 /a" APerevate "Pea Grave Grout" Mix for Use is Flatwork, published by the Technicai Committee of the Southern California Ready Mixed Concrete Association. Concrete is sold in units of cubic yards (I cubic yard equals 2-o cubic feet). Order quantities small enough so that you can place and Finish the concrete before it hardens. An experiencec homeowner should order no more than 3 cubic yards at one time and should have at least one other person to help. Avoid placing Fig, 7 Broomed finish can be obtained by pulling damp brooms across freshly - 'loated or troweled surfaces. concrete during very hot and windy weather, or at least get more help. Concrete placed during hot weather will dry sooner and has a tendency to crack. When placing your order remember to include an allowance for an additional 10 %. This should prevent you from coming up just short of what you need due to waste, spillage, and variations in measurements. SAFETY Exercise crowd control over children, dogs, neighbors and the like. Beware of trucks as they back into position. Wear protective clothing like rubber gloves to keep the wet concrete off of your skin. People with sensitive skin can have their skin irritated by wet concrete. SUMMARY Further information including advice on special finishes is contained in the list of references in this publication. Building residential driveways, sidewalks and patios of concrete is a good outdoor project for the homeowner. Hopefully these guidelines will assist you in completing a successful and satisfying job. (Illustrations in this publication courtesy of the National Association of Home Builders, the American Concrete Institute, and Por0and Cement Association.) REFERENCES I. "Concrete in Practice" (CIP) Series. Available from National Ready Mixed Concrete Association, 900 Spring Street, Silver Springs, Maryland 20910. 2. "Cement Mason's Guide," Publication No. PA122.02H, Portland Cement Association. 5420 Old Orchard Road, Skokie, Illinois 60077 3. "Residential Concrete." National Association of Home Builders, 15th A "M" Streets, N.W., Washington. D.C. 20005. 4. "Concrete Craftsman Series - Slabs on Grade," American Concrete Institute, P.O. Box 19150 Redford Station, Detroit, Michigan 48219. 5. "Finishing Concrete Slabs, Exposed Aggregate, Patterns, and Colors" Publication No. IS206.01T, Portland Cement Association, 3420 Old Orchard Road, Skokie. Illinois 600T7. > n 1 Ceram A '--a 'rc Soud,ern CJi(mua ac,dY Miutl Cwve <AU¢utim dirlJe -Y —1 41 Ie Win rvd,c ypl.. Mlle vJed On ,eipbaIn dsamrrydWe aowv aW '�INr pvru vIn(aniuwe developed"Ili Aiw[uuaat Phone (818) 441 -3107 for a list of our preferred ready mixed concrete providers. Southern California Ready Mixed Concrete Association 1 L APPLICATION NO ENGINEERING DEVELOPMENT APPLICATION JOB SITE ADDRESS ASSESSOR PARCEL NO. 3SI5- C.iuhI11AS A 120? l ZroL} - SLI o- 0`r PROPERTY OWNER INFORMATION 1w97A�r� IC iP ✓sue � IQ r�iaNE Slr.±c,E.7 `1 �� I�NL�o �AiviA FF t�7 MAILING ADDRESS F"L,.nwas rA 70 Z4 CITY, STATE, ZIP CODE TELEPHONE NO CIVIL ENGINEER INFORMATION .705E bi u YSO 8x.62 NAME 2250 0A*41w) o 'PE LA 995, J A *4.46 ADDRES C�4 PZ/Od' 6c! -J -Wvo CITY, C STS �L TELEPHONE NO REGISTRATION NO CONTRACTOR INFORMATION UeIV 3205. NAME PO. f�eR 11 1 O ADDRESS OWCtloSA�r�r CP 9Zoce-7 CITY, STATE, ZIP CODE TELEPHONE NO. STATE LICENSE NO. 8 TYPE 4 7LIC900 SOILS ENGINEER INFORMATION N(oZdO :t�rv6rZ/�97.0 Cyr AgA�s 'o CA 92izo 419-780 -43L� CITY, STATE, ZIP TELEPHONE NO 31003 ;t REGISTRATION NO DESCRIPTION OF WORK TO BE DONE �� r yE 4�A� �RQDia/6 W iT/4/ �lFs j'�!`!�t/� rPEr*IAJIAyy CASE NO e"16 -6S SIGNATURE DATE SIGNED olvio KIrZJ&tcy 76a -9 y2- -2-966 PRINT NAME _____ TELEPHONE NO. --- ----- ---- - -- ----- - - -- -- "- ---- - --- '.-------------- ----------- -' (FOR OFFICE USE ONLY) FOR GRADING PLANS: OK FOR PLAN CHECK PLANNING DEPARTMENT 5-2�iN10 D DATE qg- 292 PLANNING CASE NUMBER ENGINEERING DEPARTMENT APPLICANT FEES ACTION FORM DATE/ 1G—' PER�� M j,NUMBER 144 e APPLICANT NAM APPLICANT ADDRESS L DESCRIPTION AMOUNT CODE ACCOUNT NUMBER Agreement/Covenant Construction Exempt Organizations Grading Plancheck Grading Inspection Final Map Processing Parcel Map Processing Permanent Encroachment Improvement Plancheck Improvement Inspection Temporary Encroachment Street Vacation Street Name Change A.P.N. Report Security Deposit AC CN GR GI FM PM 101.0000- 345 -0100 101- 0000 -345 -0200 101- 0000 - 345 -0400 101 - 0000 - 345 -0700 101 - 0000 - 345 -0800 101 - 0000 - 345 -0500 101- 0000 - 345.0800 PE 101 -0000- 345 -1100 IR 101 -0000- 345 -0900 II 101- 0000 - 345.1100 TE 101 -0000- 345 -1200 VA 101 -0000- 345 -1500 SN 101 -0000- 345.1300 PN 101 -0000- 345 -2100 SY 101 -0000- 218 -0000 r [b)ect— SY *" L� Structural 4 , JJ M�Ry� 101- 6010 -451 -4240 TOTAL !� /l/D � C/CJ Receipt # / Check # Cashier Initials C COST ESTIMATE KIRKSEY /SINGER RESIDENC 3515 JASMINE CREST ENCINITAS, CA AUG 3 1 200D ERINC SERVICES Of ENCINITAS J I I DESCRIPTION Unit Quantity Unit Price S Cost EARTHWORK CUT & FILL CY 250 S50.00 512,500 RETAINING WALL ( KEYSTONE) LF 340 $65.00 $22,100 RETAINING WALL (ROCK) LF 190 570.00 $13,300 ASPHALT CONCRETE CY 20 S40.00 $800 CLASS II BASE CY 61 S20.00 $1,220 BROW DITCH LF 300 $10.00 53,000 ROCK SLOPE PROTECTION EA 1 S1.000.00 $1,000 6" PVC LF 150 $5.00 $750 8" PVC LF 120 $7.00 $840 9" FLAT GRATE EA 9 S100.00 $900 GRAVEL BAGS EA 36 55.00 $180 SILT FENCE LF 95 $2.00 $190 CONSTRUCTION ENTRANCE EA 1 $500.00 $500 HYDROSEED SF 1 1092 1 $1.00 1 $1,092 TOTAL! S58,372 10% CONTINGENCY- S5.837.20 T0TAL=1 564,209 NOTE: This estimate is preliminary estimate and to only be used for the purpose of obtaining a grading permit. This estimate shall not be used by the contractor to bid the construction of this project. PREPARED 7- a-Y— 6 S ROBLES, PE IS EXR "Y o, OF F C CAUN ALF t SOIL L TESTING, IN: . t C c 5C e �ST W F UPDATE REPORT P H O N E (619) 280 -4321 T o l l F R E E (877) 215 -4321 FAX (619) 280-4717 P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 wwwsat.com D "�CE�WL AUG 3 1 2005 (� D lJ U ENGINEERING SERVICES C'Y O' EWCINITAS KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA PREPARED FOR: MR. DAVID KIRKSEY MS. ROXANNE SINGER 964 RANCHO!-, ANTA FE ROAD ENCINITAS, CALIFORNIA 92024 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 SOIL IS TESTING, INC 2 ' w PHONE (619) 280 -4321 Cut CY T 0 L L F R E E (877) 215 -4321 W FAX � (619) 280 -4717 0 r June 21. 2005 Mr. David Kirksey Ms. Roxanne Singer 964 Rancho Santa Fe Road Encinitas, California 92024 Subject: UPDATE REPORT KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 w .scst.com SCS &T No. 0511130 Report No. 1 Reference: "Summary of Field Observations and Tests for Relative Compaction, City of Encinitas Tract No. 92 -108'; prepared by Southern California Soil and Testing, Inc.; dated January 24, 2000 (SCS &T 9811318-7). Dear Mr. Kirksey and Ms. Singer: In accordance with your request we have completed an update report for the subject project. The findings and recommendations of our study are presented herewith. In general, the findings of this study indicate that the site is suitable for the proposed development. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHER FORNIA SO NG PCrESSrpN Daniel B. A er, E 16 Jo.3 %,037 Vice Presid nt ` , EX,'. 6 -3U "06 / s c (4) Addressee +~ INC. TABLE OF CONTENTS SECTION I INTRODUCTION AND PROJECT DESCRIPTION PAGE 2 FINDINGS ». » . .................................................................................................. ............................... t 2.1 SITE DESCRIPTION ............................................................................................ ..............................I 2.2 SUBSURFACE CONDITIONS ............................................................................... ..............................I 2.1.1 Soil Description ....................................................................................... ..............................1 3 CONCLUSIONS ».......... _ »... » » „.. »...... .... ».. »............ ».. 4 PRELIMINARY RECOMMENDATIONS . » .... . ...... » »............ 4.1 GRADING .......................................................................................................... ..............................2 4.1.1 Site Preparation ...................................................................................... ..............................2 4.1.2 Undercut .................................................................................................. ..............................2 4.1.3 Processing of Fill Areas .......................................................................... ..............................2 4.1.4 Subdrain .................................................................................................. ..............................2 4.1.5 Oversized Rock ........................................................................................ ..............................2 4.1.6 Compaction and Method of Fill ing ......................................................... ..............................3 4.1.7 Surface Drainage .................................................................................... ..............................3 4.1.8 Grading Plait Review .............................................................................. ..............................4 4.1.9 Earthwork ...........................................................:.................................... ..............................4 4.2 FOUNDATIONS .................................................................................................. ..............................4 4.2.1 General .................................................................................................... ................:.............4 4.2.2 Reinforcement .......................................................................................... ..............................5 4.2.3 Groundshaking ........................................................................................ ..............................5 4.2.4 Foundation Excavation Observation ...................................................... ....................._........5 4.2.5 Settlement Characteristics ....................................................................... ..............................5 4.2.6 Expansion Characteristics ...................................................................... ..............................5 4.2.7 Foundation Plan Reviem .......................................................................... ..............................6 4.3 SLABS -0N - GRADE ............................................................................................ ..............................6 4.3.1 Interior Slab -on- Grade ............................................................................ ..............................6 4.3.2 Exterior Sl ab- on- Grade ........................................................................... ..............................6 4.4 EARTH RETAINING WALLS ....................................................................... a...... ..............................7 4.4.1 Foundations ............................................................................................. ..............................7 4.4.2 Passive Pressure......! .............................................................................. ..............................7 4.4.3 Active Pressure ........................................................................................ ..............................8 4.4.4 Waterproofing and Subdrain Observation .............................................. ..............................8 4.4.5 Backfil l .................................................................................................... ..............................8 4.4.6 Factor of Safet ........................................................................................ .......:......................8 5 LIMITATIONS ... ..... » ........................................................................................... ..............................8 5.1 REVIEW. OBSERVATION AND TESTING ............................................................. ..............................8 5.2 UNIFORMITY OF CONDITIONS ........................................................................... ..............................9 5.3 CHANGE IN SCOPE ............................................................................................ ..............................9 5.4 TIME LIMITA TIONS ........................................................................................... ..............................9 5.5 PROFESSIONAL STANDARD .............................................................................. ..............................9 I� . .1 4 SECTION TABLE OF CONTENTS (Continued) ATTACHMENTS PLATES Plate 1 Subdrain Detail Plate 2 Typical Wall Subdrain Detail APPENDICES Appendix A Grading Recommendations Appendix B Technical Bulletin .l PAGE ST 9 SOIL i TESTING, in: z, PHONE (619) 280 4321 u � TOLL FREF _ (877) 215 -0321 W 5I FAX (619) 280 -4717 h UPDATE REPORT KIRKSEY / SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA 1 INTRODUCTION AND PROJECT DESCRIPTION P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 w .Scst.com This report presents the update report for a proposed residential structure to be constructed at 3515 Jasmine Crest in the city of Encinitas, California. It is our understanding that the subject project will consist of a single -story residential structure of wood -frame construction. Shallow foundations and conventional concrete slab -on -grade floor systems are anticipated. Exterior and interior retaining walls up to about 8 feet in height are proposed. Grading will consist of cuts and fills less than about 9 feet in depth. To assist in the preparation of this report, we were provided with an undated street grading and roundabout plan prepared by Gerald Dalziel. 2 FINDINGS 2.1 SITE DESCRIPTION The subject site is trapezoidal- shaped parcel of land located at 3515 Jasmine Crest in the city of Encinitas, California. The site is further described as Lot 7 of City of Encinitas Tract 92 -108. The property is presently vacant and was graded to its present configuration in 1999. The site is bounded on the north by Jasmine Crest and is otherwise surrounded by developed and vacant land. Topographically, the site consists of a flat lying building pad surrounded with cut and fill slopes. 2.2 SUBSURFACE CONDITIONS 2.2.1 Soil Description The subject site is underlain by compacted fill and metavolcanic rock. Fill soils underlie the entire building pad to depths ranging from about 3 feet to 25 feet below existing grade, increasing toward the south. The fill consists primarily of clayey sands (Expansion Index = 34) with rock fragments. Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey /Singer Residence SCS& T No. 05 11 130 -1 Page 2 3 CONCLUSIONS In general, no geotechnical conditions were encountered which would preclude the development of the site as presently proposed provided the recommendations presented herein are followed. The main geotechnical conditions encountered that will affect the development of the site, as presently planned, are the presence of relatively deep fill soils, as well as proposed cuts for driveway realignment. It is recommended that foundation and concrete slab -on -grade considerations be implemented to account for the existing fill depth and differential thickness. Proposed driveway cuts will likely encounter hard metavolcanic rock requiring heavy ripping and rock breaking equipment. Cuts for building construction may also encounter hard rock. 4 PRELIMINARY RECOMMENDATIONS 4.1 GRADING 4.1.1 Site Preparation It is recommended that existing surficial soils underlying the building pad be removed to a depth of 2 feet. 4.1.2 Undercut It is recommended that near surface hard rock be undercut to a minimum depth of 3 feet below pad grade or 1 foot below the deepest footing, whichever is more. 4.1.3 Processing of Fill Areas Prior to replacing excavated soils or filling over competent ground or approved bottoms of excavations, the exposed materials should be scarified to a depth of 12 inches, watered thoroughly, and compacted to at least 90 percent relative compaction as determined in accordance with ASTM D 1557 -00, Method A or C. All references to relative compaction in this report are based on this test method. 4.1.4 Subdrain A subdrain may be recommended around the proposed building pad. A typical subdrain configuration is shown on Plate 1. This requirement will be evaluated during grading. 4.1.5 Oversized Rock Oversized rock is defined as rock exceeding 6 inches in maximum dimension. Oversized rock should not be placed in structural fills. SC SIT Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey /Singer Residence SCSB T No. 0511130-1 Page 3 4.1.6 Compaction and Method of Filling All structural fill should be compacted to a relative compaction of at least 90 percent. Fills should be placed at or slightly above optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by the project geologist or geotechnical engineer. Fill material should be free of rocks or lumps of soil in excess of 6 inches in maximum dimension. Oversized rock may be place as discussed in the preceding paragraph. Fills should be benched into temporary slopes and into competent natural soils when the natural slope is steeper than 5:1 (horizontal to vertical). Keys should be constructed at the toes of all fill slopes. The keys should extend at least 1 -foot into firm natural ground and should be sloped back at least 2 percent into the slope. Keys should have a minimum width of 15 feet. Utility trench backfill within 5 feet of the proposed structures and beneath pavements should be compacted to a minimum of 90 percent relative compaction. The upper 12 inches of subgrade beneath paved areas should be compacted to 95 percent relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. All grading and fill placement should be performed in accordance with the County of San Diego Grading Ordinance, the California Building Code, and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix A. 4.1.7 Surface Drainage Final surface grades around the proposed buildings should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward appropriate drainage facilities. Rain gutters on the structures that discharge runoff away from the buildings are recommended. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without ponding. In general, we recommend that the ground adjacent to structures slope away at a gradient of at least 2 percent. Densely vegetated areas where runoff can be'impaired should have a minimum gradient of at least 5 percent within the first 5 feet from the structures. mc, �- Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSBT No. 0511130.1 Page 4 Drainage patterns approved at the time of fine grading should be maintained throughout the life of the proposed structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 4.1.8 Grading Plan Review The grading plans should be submitted to this office for review to ascertain that the recommendations contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 4.1.9 Earthwork All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. The special site preparation recommendations presented in the sections above supersede those in the standard Recommended Grading Specifications. Embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to a minimum of 90 percent of its maximum dry density. The upper 12 inches of subgrade beneath paved areas should be compacted to 95 percent relative compaction. This compaction should be obtained by the paving contractor just prior to placing the aggregate, base material and should not be part of the mass grading requirements. 4.2 FOUNDATIONS 4.2.1 General Conventional shallow foundations may be utilized for the support of the proposed improvements. The footings should have a minimum depth of 18 inches below lowest adjacent finish pad grade (below interior slab -on -grade and sand blanket) for single and two - story structures, respectively. A minimum width of 12 and 24 inches is recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 pounds per square foot (psf) may be assurrled for said footings. The bearing capacity may be increased by 1/3 when considering wind and /or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum setback distance of 7 feet exists between the outside bottom edge of the footing and the face of the slope. For retaining wall footings, a minimum setback of 10 feet is recommended. SKC SST Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130.1 Page 5 4.2.2 Reinforcement Both exterior and interior continuous footings should be reinforced with at least two No. 5 bars positioned near the bottom of the footing and at least two No. 5 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. 4.2.3 Groundshaking The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the fault zones mentioned above. As per the 2001 California Building Code (CBC), the following data is presented for the subject site. Seismic Zone 4: Z =0.40 Source Fault: Rose Canyon Fault Seismic Source Type: B Soil Profile Type: So Distance to Seismic Source: >10 kilometers Near - Source Factor N, = 1.0 Near - Source Factor N, = 1.0 Probable ground shaking levels at the site could range from slight to strong depending on the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the structures. 4.2.4 Foundation Excavation Observation It is recommended that all foundation excavations be approved by a representative from SCSBT prior to forming or placement of reinforcing steel. 4.2.5 Settlement Characteristics The anticipated total and differential settlements for the proposed structures can be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. 4.2.6 Expansion Characteristics The prevailing foundation soils were found to be nondetrimentally expansive. The recommendations in this report reflect this condition. C C SST Mr. David Kirksey / Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No, 05 11130-1 Page 6 4.2.7 Foundation Plan Review The foundation plans should be submitted to this office for review to ascertain that the intent of the recommendations contained in this report have been implemented, and no revised recommendations are necessary due to change in the development scheme. 4.3 SLABS -ON -GRADE 4.3.1 Interior Slab -on -Grade Concrete slabs -on -grade should have a thickness of 5 inches and be reinforced with at least No. 4 reinforcing bars placed at 18 inches on- center each way. Slab reinforcement should be placed approximately at mid - height of the slab and should extend at least 6 inches into the footings. Slabs -on -grade should be underlain by a 4 -inch thick blanket of clean, poorly graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. This blanket should consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively. Where moisture sensitive floor coverings are planned, vapor retardant should be placed over the sand layer. An additional 2 inches of sand should be placed over the vapor retardant. Typically, visqueen is used as a vapor retardant. If visqueen is used, a minimum 10 -mil is recommended. It is our understanding that the moisture protection layer described above will allow the transmission of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under normal conditions. Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions. If this amount of moisture is excessive, additional recommendations will be provided by this office. It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications. In addition, over - watering should be avoided, and good site drainage should be established and maintained to prevent the build -up of excess sub -slab moisture. 4.3.2 Exterior Slab -on -Grade Exterior concrete slabs should have a minimum thickness of 4 inches and should be reinforced with at least No. 3 bars at 18 inches on center each way. All slabs should be provided with weakened plane joints. Joints should be placed where cracks are anticipated to develop naturally, and should be in accordance with the American Concrete Institute (ACI) guidelines Section 3.13. Alternative patterns consistent with ACI guidelines also can be used. The landscape architect can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs -on- grade. ST 4J Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS &T No. 0511130-1 Page 7 A concrete mix with a 1 -inch maximum aggregate size and a water /cement ratio of less than 0.6 is recommended for exterior slabs. A lower water content will decrease the potential for shrinkage cracks. It is strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch. This suggestion is meant to address early driveway use prior to full concrete curing. Both coarse and fine aggregate should conform to the "Standard Specifications for Public Works Construction" ( "Greenbook "), prepared by Public Works Standards, Inc. It would be prudent to consult with a materials engineer regarding the concrete mix design, and to retain a registered special inspector to observe the placement of concrete. Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing and redistribution of stresses. Some shrinkage cracks should be expected and are not necessarily an indication of excessive vertical movement or structural distress. Factors that contribute to the amount of shrinkage that takes place in a concrete slab include joint spacing, depth, and design; concrete mix components; water /cement ratio and surface finishing techniques. According to the undated 'Technical Bulletin" published by the Southern California Rock Products Association and Southern California Ready Mixed Concrete Association (see Appendix B), flatwork formed of high -slump concrete (high water /cement ratio) utilizing 3/8 -inch maximum size aggregate ( "Pea Gravel Grout' mix) is likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. 4.4 EARTH RETAINING WALLS 4.4.1 Foundations The recommendations provided in the foundation section of this report are also applicable to earth retaining structures. 4.4.2 Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 300 psf per foot of depth. This pressure may be increased by 1/3 for seismic loading. The coefficient of friction between concrete and the underlying material may be assumed to be 0.3. When combining frictional and passive resistance, friction should be reduced by 1/3. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls. S SIT ;u Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 051 1130.1 Page 8 4.4.3 Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 35 pounds per cubic foot (pcf). For restrained walls, an equivalent fluid pressure of 50 pcf may be assumed. An additional 15 pcf should be added to said values for 2:1 (horizontal: vertical) sloping backfill conditions. These pressures do not consider any other surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect. A typical wall subdrain detail is provided on the attached Plate No. 2. 4.4.4 Waterproofing and Subdrain Observation The geotechnical engineer should be requested to verify that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, we will not verify proper application of the waterproofing. 4.4.5 Backfill All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the grout has reached an adequate strength. 4.4.6 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design. 5 LIMITATIONS 5.1 REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the California Building Code. It is recommended that SCS &T be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. I Z Sh Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCS& T No. 0511130.1 Page 9 5.2 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and /or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. 5.3 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. 5.4 TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the standards -of- practice and /or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. 5.5 PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. SIC SST I;NDI'RCL'•I' SUBDRAIN DETAIL Not to Scale T minimum Finish Grade Nature Soil =� , I Mirafi 140 4' or equivalent Minimum 1 ft ift of 314r .;�• ',: , crushed rock � Native 2 °k 246 4" perforated plastic pipe. Soil DR35 or equivalent, holes down. Minimum 1 %to drain. Concrete plug at solid pipe connection S C SOUTHERN CALIFORNI]JOB KIRKSEY /SINGER RESIDENCE Y: DBA DATE: 06 -20 -05 S T SOIL & TESTING, INC. NUMBER: 0511130 -1 PLATE NO.: 1 Compacted Fill 3/4' crushed roc k, 2i3 wall height Typical Retaining Wall Subdrain Detail Not to Scale ___________ 12" min Compacted Fill Miradrain 6000 or equivalent. 2/3 wall height Q Floor Slab Q2 Filter Fabric between rock and soil Q3 Backcut Q Waterproof back of wall following architects specifications Q 4 minimum perforated pipe. SDR35 or equivalent. holes down, t % fall to outlet. top of pipe below top of slab. encased in 3%4' crushed rock. Provide 3 cubic feet per imear foot crushed rock minimum. Crushed rock to be surrounded by filter fabric (Miraf, 140N or equivalent). with 6' minimum overlap. Provide solid outlet pipe at suitable location. sC SOUTHERN CALIFORNIA S T SOIL & TESTING, INC. KIRKSEY / SINGER RESIDENCE IBY: DBA (DATE: 06 -20 -05 1 APPENDIX A icr Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 0511130-1 Appendix A, Page 1 KIRKSEY /SINGER RESIDENCE 3515 JASMINE CREST ENCINITAS, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the accompanying report and /or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D 1557 Density of Soil In -Place - ASTM D 1556 or ASTM D 2922 T Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 051113o- I Appendix A, Page 2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground, which is defined as natural soils which possesses an in -situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soils. The lower bench shall be at least 10 feet wide or 1 -1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above - described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and /or a qualified Structural Engineer. sic SIT J Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSB T No. 0511130-1 Appendix A, Page 3 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechhical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non - structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than 4 feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over -built and cutback to finish contours after the slope has been aC SIT Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey / Singer Residence SCSBT No. 0511130.1 Appendix A, Page 4 constructed. Slope compaction operations shall result in all fill material 6 or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. 5 Mr. David Kirksey /Ms. Roxanne Singer June 21, 2005 Kirksey /Singer Residence SCS& T No. 0511130-1 Appendix A. Page 5 SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29•C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. APPENDIX B SC SIT Southern Southern TECHNICAL California California Rock Readv Mixed Products Concrete ,,{ BULLETIN sancialian Association 3/8" AGGREGATE "PEA GRAVEL GROUT" MIX FOR USE IN FLATWORK "Pea Gravel" pump mixes are being used in many locations in Southern California for slabs on grade. Many complaints of `poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready -mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional I" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more fluid or pumpable. This increased shrinkage will cause more cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water /cement ratio that also leads to lower strengths and more cracking. Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage potential that contains the maximum size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage of the cement paste. Suggested Spacing of Control Joints Slab Less than Larger than Slump less Control Joint thickness % -in. aggregate ' /. -in. aggregate than 4 -in. Min. depth inches spacing, ft. spacing, ft. spacing, ft. Inches 3 6 8 9 0.75 4 8 10 12 1.00 5 10 13 15 1.25 6 12 15 18 1.50 7 14 18 21 1.75 Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. Concrete is an excellent building material for residential construction. In addition to its superior overall appearance, it can be molded to many shapes and finished with many textures. Concrete may be colored or combined with stone, brick, or file paving in many interesting patterns. Concrete is a good material to use for ground cover. Concrete slabs are low- maintenance, long- lasting home additions, especially when compared to other materials. With carefull planning the average homeowner can construct his own patio or sidewalk, or he may choose to employ an experienced contractor. In either case the homeowner should familiarize himself with these guidelines so that the end result will be consistent with the homeowner's desires. LAYOUT - JOINTS The first task of the planning process is to determine the location and slope of the concrete. The concrete should be sloped so that water drains away from buildings and does not accumulate in low spots. A slope of I to 2% (or 1/8 to I/4 inch per linear foot) is generally recommended. Concrete shrinks as it dries out and therefore will crack. In order to control cracks into straight lines and to minimize the occurrence of cracks, " contraction" and "isolation" joints are cut or tool grooved into concrete slabs. "Joints" are simply weakened cross sections in slabs resulting in good looking preplanned cracks. (figure 2) Fig. 1 Concrete walks, dnveways, and patios should be provided with properly - placed joints. Control joints SAWlO 700LID SOIL =l�pl - —II lU I� UUAI sal CONCRM CRACK! aataw."No Fig. 2 A) "Contraction Joints "are grooves built into slabs which allow the concrete to break in a straight line. The maximum distance between contraction joints should generally be held down to about 10 feet. Slab sections should be approximately square and should not be L- shaped. The length of a slab should not exceed 1.5 times the width. Driveways which are two cars wide should be provided with a joint down the middle of the driveway (figure 1). Joints should be cut to a depth equal to at least 1/4 of the thickness of the slab (e.g. I" deep in a 4'• thick slab). If the joint is to be created by saw- cutting rather than by grooving with a tool before the concrete has hardened, the saw cutting should be done no later than the day after the concrete is placed (especially during hot weather), the same day, if possible. B) "Isolation Joints" which separate the slab from adjacent fixed structures such as house footings and plumbing fixtures will allow the concrete to shrink back from those structures instead of cracking out in the middle of the slab. In order to prevent the new slab from bonding to existing structures and pipes, the slab should be isolated by placing premolded joint material or building paper between the new slab and those structures (figure 3). Either avoid installing drains cast into the new slab, or allow for slab movement around the drain. A wide joint space may be filled with caulking later. Isolation pints Isolation joint °. �.n ••. When the slab shrinks, its free to .4 '�' '• • • move• thus preventing a crack. SLAB s _ —ue A. . '• : JII I :w '; � •..� Still __ 111111 If the foundation settles, the slab is not affected. Fig. 3 Use isolation joints between concrete sections that need to move relative to each otter. SLAB THICKNESS - REINFORCING Most walks and driveways ate constructed approximately 4" thick unless vehicles heavier than can frequently pass over the concrete. If the slab is subjected to heavier loads, a thickness of 5" is usually recommended. It is important that the slabs are uniformly thick. They should be as thick in the middle as they are at the edges. Wire fabric or other types of steel reinforcing are generally not needed or recommended for walks, patios, and driveways. FORMWORK AND SUBGRADE PREPARATION It is important that the soil beneath the slab is cut to a uniform depth, is firm and compacted, and is moist but not wet. This soil must be stable or the concrete will crack. It is usually not necessary to place plastic sheeting under exterior concrete slabs and it is never recommended that the concrete is placed directly onto plastic sheeting. If plastic sheeting is to be used, place a 2" layer of damp, not wet, sand on top of the plastic so that the concrete can dry out uniformly throughout its depth. Formwork must be sturdy and adequately braced 2 x 4 -inch boards are generally used and should be staked no more than 4 feet apart. All "butt joints" in the lumber should be backed up with a stake (figure 4). Remember, you will not have time to construct or reconstruct the formwork when the concrete arrives so do the necessary work now! Put stake at all bull joints. TOOL UP FIRST! K4 Fig. 4 After nailing, cut off stake for easier finishing. l I X111 `a Jl SOIL Now is the time to line up the necessary tools, or to make sure the contractor has the tools he needs. A) Sturdy wheelbarrows or buggies are needed if the concrete can not be placed directly from the truck chute, and if the concrete is not going to be pumped. A sturdy "wheelbarrow operator" or two would be a nice addition to the labor crew. B) Short- handed, square -ended shovels are used to spread out the concrete in the forms, and to tamp down the concrete along the edges of the slab. C) A straightedge (usually a 2 x 4 board) is used to strike off and level the concrete using a sawing style motion. D) A wood or metal Float is used to further level the concrete without sealing the surface (figure 5). Bull floats may be either wood or magnesium. For non - air - entrained concrete, wood bull floats may be best but for air- entrained concrete, metal bull floats are better. Bull floats are used to get nd of the high and low spots after staightedging. E) Edger tools should be used all the way around the exposed edges so that a rounded edge is formed. In addition to making the concrete look good, rounded edges are safer is case of trips and falls. F) Jointing tools are used to cut straight grooves into the concrete. The jointing tool should have a blade depth of at least one -fourth the depth of the slab (figure 6). A contractor may elect to saw -cut joints the next day or may use premolded plastic strips. G) A trowel is used to seal and compact the top surface of the concrete. Repeated troweling will create a hard smooth slippery surface which usually is not desirable for exterior concrete exposed to rain or other water. Fig. 6 A straightedge such as a board, 1 inch thick and at least 6 inches wide. is recommended as a guide when scoring with a groover. H) A semi -stiff bristled push -broom may be used to create a roughened non -slip surface. In addition to providing an excellent non -slip surface, the use of a "broom finish" reduces or eliminates the need for troweling (figure 7). 1) A heavy spray application of liquid curing compound is the most practical method to prevent rapid drying and cracking of the slab. Water may be used istead but the concrete must be kept continually wet for three to seven days. The use of plastic sheeting may cause strong discoloration of the concrete surface. ORDERING YOUR CONCRETE If you order your own concrete, consult with your local ready - mixed concrete producer to select the correct concrete mixture for your needs. Unless your house is located at high elevations where freezing and thawing occurs regularly, there is no need to use air- entraining admixtures. Be sure to tell the supplier if the concrete is to be pumped into place. Be sure that the truck has access to the point at which you want him to discharge his load. Check the width of driveways and the height of overhead power and telephone lines. Be advised that concrete trucks are heavy and may crack existing walks and driveways. The use of pea gravel (3/8') pump mix is not recommended for residential use. This type of concrete shrinks more when it dries than concrete made with 1" gravel. Because it shrinks more it also cracks more. If the homeowner must use a 3/8" pump mix, please refer to the technical bulletin, 3B" Aggregate "Pea Gravel Grout" Mix for Use in Flatwork, published by the Technical Committee of the Southern California Ready Mixed Concrete Association. Concrete is sold in units of cubic yards (1 cubic yard equals 27 cubic feet). Order quantities small enough so that you can place and finish the concrete before it hardens. An experienced homeowner should order no more than 3 cubic yards at one time and should have at least one other person to help. Avoid placing Fig. 7 Broomed finish can be obtained by pulling damp brooms across fresMy- floated a troweled surfaces. concrete during very hot and windy weather, or at least get more help. Concrete placed during hot weather will dry sooner and has a tendency to crack. When placing your order remember to include an allowance for an additional 10 %. This should prevent you from coming up just short of what you need due to waste, spillage, and variations in measurements. SAFETY Exercise crowd control over children, dogs, neighbors and the like. Beware of trucks as they back into position. Wear protective clothing like rubber gloves to keep the wet concrete off of your skin. People with sensitive skin can have their skin irritated by wet concrete. SUMMARY Further information including advice on special finishes is contained in the list of references in this publication. Building residential driveways, sidewalks and patios of concrete is a good outdoor project for the homeowner. Hopefully these guidelines will assist you in completing a successful and satisfyingjob. (Illustrations in this publication courtesy of the National Association of Home Builders, the American Concrete Institute, and Portland Cement Association.) REFERENCES 1. "Concrete in Practice" (CIP) Series. Available from National Ready Mixed Concrete Association, 900 Spring Street, Silver Springs, Maryland 20910. 2. "Cement Mason's Guide," Publication No. PA122.02H, Portland Cement Association, 5420 Old Orchard Road. Skokie, Illinois Goon 3. "Residential Concrete," National Association of Home Builders, 15th dt "M" Streeu, N.W., Wuhington, D.C. 20005. 4. "Concrete Craftsman Series - Slabs on Grade," American Concrete Institute, P.O. Box 19150 Redford Station, Detroit, Michigan 48219. 5. "Finishing Concrete Slabs, Exposed Aggregate, Patterns. and Colors" Publication No. 15206.01T, Portland Cement Association. 5420 Old Orchard Road, Skokie, Illinois 60077. Tl< Ponlvtl Ce„<m Auac,rmn W alt SwWCm CJ,rwnia wetly Mum (,wv <fe Au¢�won a,rclum .ray .nd.11 mlpmsib�Iry Iw ae appl,tnwe of nx waa pnmp4n a ra as anvfay d ram � dev lNll � �'Ofk ptlrMll[4 p infq,N1,M Q["f loped ay 111[ Abp[Yllgr. Phone (819) 441 -3107 for a list of our preferred ready mixed concrete providers. Southern California Ready Mixed Concrete Association 1 111 E C E! �I n HICAGO TITLE INSURANCE COMPANY U u auc 3 1 2005 U We r cog nd res ect the ri cy e pectation of today's consumers and the requirements of applicable federal and state privacy taws. Wi beli& a ma ing you aware of how we use your non - public personal information ('Personal Infor and oyihom "Als disclose , will form the basis for a relationship of trust between us and the public that we serve. This Privacy Statement providle—st iat explanation. We reserve the right to change this Privacy Statement from time to time consistent with applicable privacy laws. 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PRNACV - 10/21/03AA OCHICAGO TITLE COMPANY Regarding: 3515 JASMINE CREST ENCINITAS, CA PRELIMINARY REPORT Dated as of: June 2, 2005 at 730 AM Order No.: 58032281 - P07 CHICAGO TITLE COMPANY hereby reports that it is prepared to issue, or cause to be issued, as of the date hereof, a Policy or Policies of Title Insurance describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as an Exception in Schedule B or not excluded from coverage pursuant to the printed Schedules, Conditions and Stipulations of said Policy forms. The printed Exceptions and Exclusions from the coverage of said Policy or Policies are set forth in the attached list. Copies of the Policy forms are available upon request. Please read the exceptions shown or referred to In Schedule B and the exceptions and exclusions set forth In the attached list of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters which are not covered under the terms of title insurance policy and should be carefully considered. It is important to note that this preliminary report Is not a written representation as to the condition of title and may not list all liens, defects and encumbrances affecting title to the land. THIS REPORT (AND ANY SUPPLEMENTS OR AMENDMENTS HERETO) IS ISSUED SOLELY FOR THE PURPOSE OF FACILITATING THE ISSUANCE OF POLICY OF TITLE INSURANCE AND NO LIABILITY IS ASSUMED HEREBY. IF IT IS DESIRED THAT LIABILITY BE ASSUMED PRIOR TO THE ISSUANCE OF POLICY OF TITLE INSURANCE, A BINDER OR COMMITMENT SHOULD BE REQUESTED The form of olicy of title insurance contemplated by this report is: CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY Title Department: Visit Us On The Web. chicagotit/e. com 0 CHICAGO TITLE COMPANY 2365 NORTHSIDE DRIVE SAN DIEGO, CA 92108 (619)521 -3451 fax: (619)521 -3610 JOHN R. HALL TITLE OFFICER HaIIJ @CTT.com PFP - 08 /05/WB k SCHEDULE A n.ae. m, CQnq?9A1 nrrm Your Ref: 1. The estate or interest in the land hereinafter described or referred to covered by this report is: A FEE AS TO PARCEL A; AN EASEMENT MORE FULLY DESCRIBED BELOW AS TO PARCELS B AND C 2. Title to said estate or interest at the date hereof is vested in: DAVID W. KIRKSEY, AN UNMARRIED MAN 3. The land referred to in this report is situated in the State of California, County of SAN DI EGO and is described as follows: SEE ATTACHED DESCRIPTION 01:9 -oa Page 1 DESCRIPTION Order No. 58032281 PARCEL A: LOT 7 OF CITY OF ENCINITAS TRACT NO. 92 -108, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO- 13584, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY JUNE 12, 1998. PARCEL B: AN EASEMENT AND RIGHT OF WAY FOR PRIVATE ROAD PURPOSES AND APPURTENANCES THERETO, TO BE USED IN COMMON WITH OTHERS, OVER, ALONG AND ACROSS THOSE PORTIONS OF CITY OF ENCINITAS TRACT N0. 88 -183, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 12882, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY OCTOBER 23, 1991, DESCRIBED AS FOLLOWS: PARCEL 1: ALL OF WILDFLOWER DRIVE AS SHOWN AND DEDICATED THEREON AS "EASEMENT FOR PUBLIC ROADWAY PURPOSES TOGETHER WITH THE RIGHT TO EXTEND AND MAINTAIN DRAINAGE FACILITIES AND EXCAVATION AND EMBANKMENT SLOPES BEYOND THE LIMITS OF SAID RIGHT OF WAY DEDICATED AND ACCEPTED HEREON." PARCEL 2: THOSE PORTIONS OF LOT 33 BEING A PORTION OF LILAC SUMMIT AND ALL OF JASMINE CREST SHOWN AND DEDICATED THEREON AS "EASEMENT FOR PUBLIC ROADWAY PURPOSES TOGETHER WITH THE RIGHT TO EXTEND AND MAINTAIN DRAINAGE FACILITIES AND EXCAVATION AND EMBANKMENT SLOPES BEYOND THE LIMITS OF SAID RIGHT OF WAY DEDICATED AND REJECTED HEREON." PARCEL 3: THOSE PORTIONS OF LOTS 15 AND 16 SHOWN AND DEDICATED THEREON AS "PORTION OF LOTS 15 AND 16, RESERVED FOR FUTURE STREET TOGETHER WITH THE RIGHT TO EXTEND AND MAINTAIN DRAINAGE FACILITIES AND EXCAVATION AND EMBANKMENT SLOPES BEYOND THE LIMITS OF SAID RIGHT OF WAY DEDICATED AND REJECTED HEREON." PARCEL C: AN EASEMENT AND RIGHT OF WAY FOR PRIVATE ROAD AND UTILITY PURPOSES AND APPURTENANCES THERETO, TO BE USED IN COMMON WITH OTHERS, OVER, UNDER, ALONG AND ACROSS LOT 8 (JASMINE CREST) OF CITY OF ENCINITAS TRACT NO. 92 -108, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13584, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, JUNE 12, 1998. SCHEDULE B Page 1 n "4P. Nn- RRn122R1 P07 Your Ref: At the date hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in the policy form designated on the face page of this Report would be as follows: A 1. PROPERTY TAXES, INCLUDING ANY ASSESSMENTS COLLECTED WITH TAXES, TO BE LEVIED FOR THE FISCAL YEAR 2005 -2006 THAT ARE A LIEN NOT YET DUE. B 2. THE LIEN OF SUPPLEMENTAL OR ESCAPED ASSESSMENTS OF PROPERTY TAXES, IF ANY, MADE PURSUANT TO THE PROVISIONS OF PART 0.5, CHAPTER 3.5 OR PART 2, CHAPTER 3, ARTICLES 3 AND 4 RESPECTIVELY (COMMENCING WITH SECTION 75) OF THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA AS A RESULT OF THE TRANSFER OF TITLE TO THE VESTEE NAMED IN SCHEDULE A; OR AS A RESULT OF CHANGES IN OWNERSHIP OR NEW CONSTRUCTION OCCURRING PRIOR TO DATE OF POLICY. 3. PROPERTY TAXES FOR THE FISCAL YEAR SHOWN BELOW ARE PAID. FOR INFORMATION PURPOSES THE AMOUNTS ARE: FISCAL YEAR: 2004 -2005 1ST INSTALLMENT: $3,509.43 2ND INSTALLMENT: $3,509.43 EXEMPTION: $NONE CODE AREA: 19377 ASSESSMENT NO: 264 - 540 -07 D 4. SUPPLEMENTAL OR ESCAPED TAXES FOR THE FISCAL YEAR 2004 -2005, ASSESSED PURSUANT TO THE PROVISIONS OF CHAPTER 3.5 (COMMENCING WITH SECTION 75) OF THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA. DUE TO: 1ST INSTALLMENT: 2ND INSTALLMENT: CODE AREA: ASSESSMENT NO.: ISSUE DATE: OWNERSHIP CHANGE $3,039.90 (PAID) $3,039.90 (PAID) 19377 849- 471 -94 -44 NOVEMBER 12, 2004 E 5. AN ASSESSMENT BY THE IMPROVEMENT DISTRICT SHOWN BELOW ASSESSMENT (OR BOND) NO: NOT SHOWN SERIES: 96 -1 FOR: OMWD WATER STORAGE PROJECT BOND ISSUED: OCTOBER 4, 1996 SAID ASSESSMENT IS COLLECTED WITH THE COUNTY /CITY PROPERTY TAXES. PREB .10 /31197Ck SCHEDULE B Page 2 (continued) n.A'P Nn SRn399Rt P07 Your Ref: F 6- AN ASSESSMENT BY THE IMPROVEMENT DISTRICT SHOWN BELOW ASSESSMENT (OR BOND) NO: NOT SHOWN SERIES: 96 -1 DISTRICT: SAN DIEGO (COUNTY) FOR: LOWER MOOSA CYN /FUND #669031 BOND ISSUED: NOVEMBER 4, 1996 SAID ASSESSMENT IS COLLECTED WITH THE COUNTY /CITY PROPERTY TAXES. c 7. EASEMENTS FOR INGRESS AND EGRESS, PIPELINES, DRAINAGE AND /OR PUBLIC UTILITIES AND INCIDENTAL PURPOSES THERETO OVER, UNDER, ALONG AND ACROSS THE EASEMENT PARCEL(S) HEREIN DESCRIBED AS GRANTED AND /OR RESERVED IN VARIOUS DEEDS OF RECORD- AFFECTS: PARCELS B AND C x 8. THE RIGHT TO CONSTRUCT AND MAINTAIN A DAM AND RESERVOIR AND DIVERT WATER FROM SAID LAND AS GRANTED BY HERMAN BUMANN AND EMMA BUMANN, husband and wife, TO THE UNION TITLE COMPANY OF SAN DIEGO, a Corporation, BY DEED DATED JUNE 1, 1917, AND RECORDED JULY 20, 1917 IN BOOK 735, PAGE 361 OF DEEDS. NOTE: THE INTEREST OF THE SAID CORPORATION HAS SINCE PASSED TO AND NOW VESTS OF RECORD IN THE SAN DIEGUITO WATER COMPANY, a Corporation, AS OF AUGUST 26, 1958- 2 9. COVENANTS, CONDITIONS AND RESTRICTIONS (BUT OMITTING THEREFROM ANY COVENANT OR RESTRICTION BASED ON RACE, COLOR, RELIGION, SEX, HANDICAP, FAMILIAL STATUS OR NATIONAL, ORIGIN, IF ANY, UNLESS AND ONLY TO THE EXTENT THAT SAID COVENANT (A) IS EXEMPT UNDER CHAPTER 42, SECTION 3607 OF THE UNITED STATES CODE OR (B) RELATES TO HANDICAP BUT DOES NOT DISCRIMINATE AGAINST HANDICAPPED PERSONS) AS SET FORTH IN THE DOCUMENT. RECORDED: JUNE 3, 1993 AS FILE NO. 1993 - 0350876 OF OFFICIAL RECORDS s MODIFICATION(S) OF SAID COVENANTS, CONDITIONS AND RESTRICTIONS RECORDED: JANUARY 28, 2000 AS FILE NO. 2000- 0045353 OF OFFICIAL RECORDS x NOTE: SECTION 12956.1 OF THE GOVERNMENT CODE PROVIDES THE FOLLOWING: IF THIS DOCUMENT CONTAINS ANY RESTRICTION BASED ON RACE, COLOR, RELIGION, SEX, FAMILIAL STATUS, MARITAL STATUS DISABILITY, NATIONAL ORIGIN, OR ANCESTRY, Page 3 SCHEDULE B (continued) Order Na: 58032281 P07 Your Ref: THAT RESTRICTION VIOLATES STATE AND FEDERAL FAIR HOUSING LAWS AND IS VOID, AND MAY BE REMOVED PURSUANT TO SECTION 12956.1 OF THE GOVERNMENT CODE. 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. L 10. A COVENANT AND AGREEMENT UPON AND SUBJECT TO THE TERMS AND CONDITIONS THEREIN EXECUTED BY: THE ROBERT H. BUCHANAN FAMILY LIMITED PARTNERSHIP, A CALIFORNIA LIMITED PARTNERSHIP, ET AL IN FAVOR OF: CITY OF ENCINITAS RECORDED: JUNE 5, 1998 AS FILE NO. 1998- 0338169 OF OFFICIAL RECORDS REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS M 11. A COVENANT AND AGREEMENT UPON AND SUBJECT TO THE TERMS AND CONDITIONS THEREIN EXECUTED BY: THE ROBERT H. BUCHANAN FAMILY LIMITED PARTNERSHIP, A CALIFORNIA LIMITED PARTNERSHIP, ET AL IN FAVOR OF: CARDIFF SANITATION DISTRICT RECORDED: JUNE 5, 1998 AS FILE NO. 1998- 0338232 OF OFFICIAL RECORDS REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS x 12. A COVENANT AND AGREEMENT UPON AND SUBJECT TO THE TERMS AND CONDITIONS THEREIN EXECUTED BY: THE ROBERT H. BUCHANAN FAMILY LIMITED PARTNERSHIP, A CALIFORNIA LIMITED PARTNERSHIP, ET AL IN FAVOR OF: CITY OF ENCINITAS RECORDED: JUNE 5, 1998 AS FILE N0, 1998- 0338247 OF OFFICIAL RECORDS REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS 0 13. A DOCUMENT ENTITLED "PRIVATE ROAD AND DRAINAGE FACILITIES MAINTENANCE AGREEMENT FOR TM 92 -108 ", DATED MARCH 30, 1998 EXECUTED BY THE ROBERT H. BUCHANNAN FAMILY LTD. PARTNERSHIP, ET AL, SUBJECT TO ALL THE TERMS, PROVISIONS AND CONDITIONS THEREIN CONTAINED, RECORDED JUNE 5, 1998 AS FILE NO. 1998 - 0338270 OF OFFICIAL RECORDS. Page 4 SCHEDULE B (continued) limier Nn: 58032281 P07 Your Ref: e 14. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS SHOWN OR AS OFFERED FOR DEDICATION ON THE RECORDED MAP SHOWN BELOW. MAP OF: NO. 13584 EASEMENT PURPOSE: BIOLOGICAL OPEN SPACE AFFECTS: AS SHOWN ON SAID MAP p 15. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS SHOWN OR AS OFFERED FOR DEDICATION ON THE RECORDED MAP SHOWN BELOW. MAP OF: N0. 13584 EASEMENT PURPOSE: SEWER AFFECTS: AS SHOWN ON SAID MAP R 16. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS SHOWN OR AS OFFERED FOR DEDICATION ON THE RECORDED MAP SHOWN BELOW. MAP OF: NO. 13584 EASEMENT PURPOSE: PRIVATE DRAINAGE AFFECTS: AS SHOWN ON SAID MAP s 17. PROVISIONS, HEREIN RECITED, OF THE DEDICATION STATEMENT ON THE MAP OF: 13584 PROVISIONS: IT IS THE RESPONSIBILITY OF THE SUBDIVIDER TO PROVIDE INSURABLE ACCESS AND PUBLIC UTILITY EASEMENTS TO EACH LOT CREATED BY THIS MAP. JASMINE CREST (LOT 8) WILL BE VESTED IN A HOMEOWNERS ASSOCIATION. ALL PROPERTY OWNERS WILL BE GRANTED A NON - EXCCLUSIVE EASEMENT OVER SAID STREET. s 18. A DOCUMENT ENTITLED "OLIVENHAIN MUNICIPAL WATER DISTRICT ENCROACHMENT PERMIT NO- 187 ", DATED JULY 16, 1998 EXECUTED BY THE OLIVENHAIN MUNICIPAL WATER DISTRICT AND CARDIFF SANITATION DISTRICT, A PUBLIC UTILITY OF THE CITY OF ENCINITAS, SUBJECT TO ALL THE TERMS, PROVISIONS AND CONDITIONS THEREIN CONTAINED, RECORDED JULY 23, 1998 AS FILE NO. 1998 - 0460827 OF OFFICIAL RECORDS. U 19. A COVENANT AND AGREEMENT UPON AND SUBJECT TO THE TERMS AND CONDITIONS THEREIN PREUM0G9 /n /Wbk Page 5 f1rAPr Nn- SR0422R] v SCHEDULE B (continued) P07 Your Ref: EXECUTED BY: STONEFIELD WILDFLOWER & LLC, A CALIFORNIA LIMITED LIABILITY COMPANY IN FAVOR OF: THE CITY OF ENCINITAS RECORDED: NOVEMBER 20, 1998 AS FILE NO. 1998- 0755343 OF OFFICIAL RECORDS REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS 20. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS SET FORTH IN A DOCUMENT GRANTED TO: SAN DIEGO GAS AND ELECTRIC COMPANY, A CORPORATION PURPOSE: TO ERECT, CONSTRUCT, CHANGE THE SIZE OF, IMPROVE, RECONTRUCT, RELOCATE, REPAIR, MAINTAIN AND USE FACILITIES CONSISTING OF: 1. UNDERGROUND FACILITIES AND APPURTENANCES FOR THE TRANSMISSION AND DISTRIBUTION OF ELECTRICITY. 2. PIPELINES AND APPURTENANCES FOR ANY AND ALL PURPOSES. 3. COMMUNICATION FACILITIES, AND APPURTENANCES. RECORDED: FEBRUARY 1, 2000 AS FILE NO. 2000- 0052377, OF OFFICIAL RECORDS AFFECTS: PARCEL "A ": THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND IS MORE FULLY DESCRIBED IN SAID DOCUMENT. w 21. THE TERMS AND PROVISIONS OF A DOCUMENT ENTITLED "HAZARDOUS SUBSTANCES CERTIFICATE AND INDEMNITY AGREEMENT RECORDED FEBRUARY 29, 2000 AS FILE NO. 2000 - 0102368, OF OFFICIAL RECORDS. X 22. A FINANCING STATEMENT FILED IN THE OFFICE OF THE COUNTY RECORDER, SHOWING DEBTOR: STONEFIELD ENCINITAS, LLC, A CALIFORNIA LIMITED LIABILITY COMPANY SECURED PARTY: FULLERTON COMMUNITY BANK, FSB RECORDED: FEBRUARY 29, 2000 AS FILE NO. 2000- 0102369, OF OFFICIAL RECORDS PROPERTY COVERED: HEREIN DESCRIBED r 23. A DEED OF TRUST TO SECURE AN INDEBTEDNESS IN THE ORIGINAL AMOUNT SHOWN BELOW AMOUNT: $765,000.00 DATED: JUNE 15, 2004 TRUSTOR: DAVID W. KIRKSEY, AN UNMARRIED MAN SCHEDULE B Page 6 (continued) Order No: 58032281 P07 Your Ref: TRUSTEE: CALIFORNIA RECONVEYANCE COMPANY BENEFICIARY: WASHINGTON MUTUAL BANK, FA, A FEDERAL ASSOCIATION RECORDED: JUNE 18, 2004 AS FILE NO. 2004 - 571785, OFFICIAL RECORDS z END OF SCHEDULE B AA NOTE NO. 1 : THE LAND REFERRED TO IN THIS PRELIMINARY REPORT WAS IDENTIFIED IN THE ORDER APPLICATION ONLY BY STREET ADDRESS OR ASSESSOR'S PARCEL NUMBER. THIS LAND HAS BEEN LOCATED ON THE ATTACHED MAP. THE USE OF A STREET ADDRESS OR ASSESSOR'S PARCEL NUMBER CREATES AN UNCERTAINTY AS TO THE CORRECT LEGAL DESCRIPTION FOR THE LAND INVOLVED IN YOUR TRANSACTION. PLEASE REVIEW THE MAP. IS THE CORRECT LAND LOCATED ON THE MAP? IF YOUR TRANSACTION INVOLVES OTHER LAND OR MORE LAND OR LESS LAND THAN THAT LOCATED ON THE MAP YOU SHOULD IMMEDIATELY ADVISE YOUR TITLE OFFICER OR ESCROW OFFICER. AB NOTE NO. 2: WE WILL REQUIRE A STATEMENT OF INFORMATION FROM THE PARTIES NAMED BELOW IN ORDER TO COMPLETE THIS REPORT, BASED ON THE EFFECT OF DOCUMENTS, PROCEEDINGS, LIENS, DECREES, OR OTHER MATTERS WHICH DO NOT SPECIFICALLY DESCRIBE SAID LAND, BUT WHICH, IF ANY DO EXIST, MAY AFFECT THE TITLE OR IMPOSE LIENS OR ENCUMBRANCES THEREON. PARTIES: OWNER (NOTE: THE STATEMENT OF INFORMATION IS NECESSARY TO COMPLETE THE SEARCH AND EXAMINATION OF TITLE UNDER THIS ORDER. ANY TITLE SEARCH INCLUDES MATTERS THAT ARE INDEXED BY NAME ONLY, AND HAVING A COMPLETED STATEMENT OF INFORMATION ASSISTS THE COMPANY IN THE ELIMINATION OF CERTAIN MATTERS WHICH APPEAR TO INVOLVE THE PARTIES BUT IN FACT AFFECT ANOTHER PARTY WITH THE SAME OR SIMILAR NAME. BE ASSURED THAT THE STATEMENT OF INFORMATION IS ESSENTIAL AND WILL BE KEPT STRICTLY CONFIDENTIAL TO THIS FILE.) AC NOTE NO. 3: WE WILL REQUIRE A STATEMENT OF INFORMATION FROM THE PARTIES NAMED BELOW IN ORDER TO COMPLETE THIS REPORT, BASED ON THE EFFECT OF DOCUMENTS, PROCEEDINGS, LIENS, DECREES, OR OTHER MATTERS WHICH DO NOT SPECIFICALLY DESCRIBE SAID LAND, BUT WHICH, IF ANY DO EXIST, MAY AFFECT THE TITLE OR IMPOSE LIENS OR ENCUMBRANCES THEREON. PARTIES: BUYER (NOTE: THE STATEMENT OF INFORMATION IS NECESSARY TO COMPLETE THE SEARCH AND EXAMINATION OF TITLE UNDER THIS ORDER. ANY TITLE SEARCH INCLUDES MATTERS THAT ARE INDEXED BY NAME ONLY, AND HAVING A COMPLETED STATEMENT OF INFORMATION ASSISTS THE COMPANY IN THE ELIMINATION OF CERTAIN MATTERS WHICH APPEAR TO INVOLVE THE PARTIES BUT IN FACT AFFECT ANOTHER PARTY WITH THE SAME OR SIMILAR NAME. BE ASSURED THAT THE STATEMENT OF INFORMATION IS PREIMB 9 /njMbk SCHEDULE B Page 7 (continued) order Nn: 59032281 P07 Your Ref: ESSENTIAL AND WILL BE KEPT STRICTLY CONFIDENTIAL TO THIS FILE.) AD NOTE NO. 4: THE CURRENT OWNER DOES NOT QUALIFY FOR THE $20.00 DISCOUNT PURSUANT TO THE COORDINATED STIPULATED JUDGMENTS ENTERED IN ACTIONS FILED BY BOTH THE ATTORNEY GENERAL AND PRIVATE CLASS ACTION PLAINTIFFS FOR THE HEREIN DESCRIBED PROPERTY. AE NOTE NO. 5: MATTERS WHICH MAY BE DISCLOSED BY AN INSPECTION OR SURVEY OF SAID LAND OR BY INQUIRY OF THE PARTIES IN POSSESSION THEREOF. AF NOTE NO. 6: THE ONLY CONVEYANCES AFFECTING SAID LAND, WHICH RECORDED WITHIN TWENTYFOUR (24) MONTHS OF THE DATE OF THIS REPORT, ARE AS FOLLOWS: GRANTOR: STONEFIELD ENCINITAS, LLC, A CALIFORNIA LIMITED LIABILITY COMPANY GRANTEE: DAVID W. KIRKSEY, AN UNMARRIED MAN RECORDED: JUNE 18, 2004 AS FILE NO. 2004- 0571784, OFFICIAL RECORDS Ac NOTE NO- 7: THERE IS LOCATED ON SAID LAND A SINGLE FAMILY RESIDENCE KNOWN AS 3515 JASMINE CREST, ENCINITAS, CA. Ax NOTE NO. 8: NONE OF THE ITEMS SHOWN IN THIS REPORT WILL CAUSE THE COMPANY TO DECLINE TO ATTACH CLTA ENDORSEMENT FORM 100 TO AN ALTA LOAN POLICY, WHEN ISSUED. Al NOTE: IF THIS COMPANY IS REQUESTED TO DISBURSE FUNDS IN CONNECTION WITH THIS TRANSACTION, CHAPTER 598, STATUTES OF 1989 MANDATES HOLD PERIODS FOR CHECKS DEPOSITED TO ESCROW OR SUB - ESCROW ACCOUNTS. THE MANDATORY HOLD PERIOD FOR CASHIER'S CHECKS, CERTIFIED CHECKS AND TELLER'S CHECKS IS ONE BUSINESS DAY AFTER THE DAY DEPOSITED. OTHER CHECKS REQUIRE A HOLD PERIOD FROM THREE TO SEVEN BUSINESS DAYS AFTER THE DAY DEPOSITED. NOTE: ANY FUNDING WIRES TO CHICAGO TITLE COMPANY ARE TO BE DIRECTED AS FOLLOWS: BANK OF AMERICA 1850 GATEWAY BOULEVARD CONCORD, CALIFORNIA ABA 121 - 000358 CREDIT TO CHICAGO TITLE DEPOSITORY ACCOUNT NO. 12351 -50751 FURTHER CREDIT TO ORDER NO: 058032281 ATTN: JOHN HALL PREuMBC 9jM /0bk SCHEDULE B Page 8 (continued) Order No: 58032281 P07 Your Ref: TITLE OFFICER Al JN PREUM80-9 /n /93bk Notice You may be entitled to receive a $20.00 discount on escrow services if you purchased, sold or refinanced residential property in California between May 19, 1995 and November 1, 2002. if you had more than one qualifying transaction, you maybe entitled to multiple discounts. If your previous transaction involved the same property that is the subject of your current transaction, you do not have to do anything; the Company will provide the discount, provided you are paying for escrow or title services in this transaction. If your previous transaction involved property different from the property that is subject of your current transaction, you must inform the Company of the earlier transaction, provide the address of the property involved in the previous transaction, and the date or approximate date that the escrow closed to be eligible for the discount. Unless you inform the Company of the prior transaction on property that is not the subject of this transaction, the Company has no obligation to conduct an investigation to determine if you qualify for a discount. If you provide the Company information concerning a prior transaction, the Company is required to determine if you qualify for a discount. Q �AO YM�N pplff`1'Y6 :/YlN1l'd0!y lA fT@'f Spy ADC �A 1. D1192 MLI QI^.yAJIENId b�ILV1� Al �iK�/:+lf 9N� Fil -2 '21 <. it C% WI ' t i S p$N - fl a • a e t nJ �N • a e� us a 0 Q -T �O nl N i S3AO0]IM iO1�IW6 Vl01NV 11/[O lO1lA f8.T�Z�Q IIIY6 AAH P:T1'SIKd ®'ALJIM1a IY SIDNf�YN6$1dalA13A wn Zw Ti: �: IC l• ]� III LY 1 �n.gR.�A:��.��rr� -• 58032281 maps - SD:A 264 -54 06/10/2005 02:56 PM 1.0 F1 q � hxlse� mom t O C �.L S o n L in 0 Z a i FF J L G 07 ia3v� a m 1J k y /. V t ~ V N i S3AO0]IM iO1�IW6 Vl01NV 11/[O lO1lA f8.T�Z�Q IIIY6 AAH P:T1'SIKd ®'ALJIM1a IY SIDNf�YN6$1dalA13A wn Zw Ti: �: IC l• ]� III LY 1 �n.gR.�A:��.��rr� -• 58032281 maps - SD:A 264 -54 06/10/2005 02:56 PM 1.0 F1 Attached to Order No. CLTA HOMEOWNER'S POLICY OF TITLE INSURANCE (6/2/96) ALTA HOMEOWNER'S POLICY OF TITLE INSURANCE (10/17/98) EXCLUSIONS In addition to the Exceptions in Schedule B, You are not insured against loss, costs, attorneys' fees, and expenses resulting from: Governmental police power, and the existence or violation of any law or government regulation. This includes ordinances, laws and regulations concerning a. building b. zoning C, land use d. improvements on the Land e. Land division f environmental protection This Exclusion does not apply to violations or the enforcement of these matters if notice of the violation or enforcement appears in the Public Records at the Policy Date. This Exclusion does not limit the coverage described in Covered Risk 14, 15, 16, 17 or 24. 2. The failure of Your existing structures, or any part of them, to be constructed in accordance with applicable building codes. This Exclusion does not apply to violations of building codes if notice of the violation appears in the Public Records at the Policy Date. a The right to take the Land by condemning it, unless a notice of exercising the right appears in the public records at the Policy Date; or b. the taking happened before the Policy Date and is binding on You if You bought the land without Knowing of the taking. 4. Risks: a. that are created, allowed, or agreed to by You, whether or not they appear in the Public Records; b. that are Known to You at the Policy Date, but not to Us, unless they appear in the Public Records at the Policy Date: C. that result in no loss to You; or d. that first occur after the Policy Date - this does not limit the coverage described in Covered Risk 7,8.d, 22, 23, 24 or 25. s. Failure to pay value for YOUR Title. 6 Lack of a right: a. to any Land outside the area specifically described and referred to in paragraph 3 of Schedule A; and b. in streets, alleys, or waterways that touch the Land. This Exclusion does not limit the coverage described in Covered Risk 11 or 18. CLTAHOP - 03,20/X A Attached to Order No. AMERICAN LAND TITLE ASSOCIATION RESIDENTIAL TITLE INSURANCE POLICY (6 -1 -B7) EXCLUSIONS In addition to the Exceptions in Schedule 8, you are not insured against loss, costs attorneys' fees, and expenses resulting from: Governmental police power, and the existence or violation of any law or governmental regulation. This includes building and zoning ordinances and also laws and regulations concerning: land use improvements on the land land division environmental protection This exclusion does not apply to violations or the enforcement of these matters which appear in the public records at Policy Date. This exclusion does not limit the zoning coverage described in Items 12 and 13 d Covered Title Risks. 2. The right to take the land by condemning it, unless: a notice of exercising the right appears in the public records on the Policy Date the taking happens prior to the Policy Date and is binding on you if you bought the land without knowing of the taking 3. Title Risks: that are created, allowed, or agreed to by you that are known to you, but not to us, on the Policy Date - unless they appear in the public records that result in no loss to you that first affect your title after the Policy Date - this does not limit the labor and material lien coverage in item 8 of Covered Title Risks q. Failure to pay value for your title. 5 Lack of a right: to any land outside the area specifically described and referred to in Item 3 of Schedule A OR in streets, alleys, or waterways that touch your land This exclusion does not limit the access coverage in Item 5 of Covered Title Risks. p Tk4 p- 0]!20!^2A Attached to Order No. ALTA EXPANDED COVERAGE RESIDENTIAL LOAN POLICY (10/13/01) 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 which arise by reason of. (a) Any law, ordinance or governmental regulation (including but not limited to zoning laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the Land; (ii) the character, dimensions or location of any improvements now or hereafter erected on the Land ; (iii) a separation in ownership or a change in the dimensions or areas of the Land or any parcel of which the Land is or was a part; or (I!) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the Land has been recorded in the Public Records at Date of Policy. This excl,sion does not limit the coverage provided under Covered Risks 12, 13, 14, and 16 of this policy. (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the Land has been recorded in the Public Records at Date of Policy. This exclusion does not limit the coverage provided under Covered Risks 12, 13, 14, and 16 of this policy. 2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the Public Records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without Knowledge. Defects, liens, encubrances, adverse claims 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 at Date of Policy, but 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) resulting in no loss damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (this paragraph does limit the coverage provided under Covered Risks 8, 16, 18, 19, 20, 21, 22 ,23, 24, 25 and 26); or (e) resulting in loss or damage which would not have been sustained if the Insured Claimant had paid value for the Insured Mortgage. 4. Unenforceability of the lien of the Insured Mortgage because of the inability or failure of the Insured at Date of Policy, or the inability or failure of any subsequent owner of the indebtedness, to comply with applicable doing business laws of the state in which the Land is situated. 5. Invalidity or unenforceability of the lien of the Insured Mortgage, or claim thereof, which arises out of the transaction evidenced by the Insured Mortgage and is based upon usury, except as provided in Covered Risk 27, or any consumer credit protection or truth in lending law. ALTAERLI - W/20/02 AA Attached to Order No. ALTA EXPANDED COVERAGE RESIDENTIAL LOAN POLICY (10/13/01) (Continued) 6. Real property taxes or assessments of any governmental authority which become a lien on the Land subsequent to Date of Policy. This exclusion does not limit the coverage provided under Covered Risks 7, 8(e) and 26. Any claim of invalidity, unenforceability or lack of priority of the lien of the Insured Mortgage as to advances or modifications made after the Insured has Knowledge that the vestee shown in Schedule A is no longer the owner of the estate or interest covered by this policy. This exclusion does not limit the coverage provided in Covered Risk B. 8. Lack of priority of the lien of the Insured Mortgage as to each and every advance made after Date of Policy, and all interest charged thereon, over liens, encumbrances and other matters affecting the title, the existence of which are Known to the Insured at: (a) The time of the advance; or (b) the time a modification is made to the terms of the Insured Mortgage which changes the rate of interest charged, H the rate of interest is greater as a result of the modification than H would have been before the modification. This exclusion does not limit the coverage provided in Covered Risk B. 9. The failure of the residential structure, or any portion thereof to have been constructed before, on or after Date of Policy in accordance with applicable building codes. This exclusion does not apply to violations of building codes if notice of the violation appears in the Public Records at Date of Policy. ALIA RL -C 'n!W A.: Attached to Order No. AMERICAN LAND TILLE ASSOCIATION OWNER'S POLICY (10- 17 -92) and AMERICAN LAND TITLE ASSOCIATION LEASEHOLD OWNER'S POLICY (10- 17 -92) 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 which arise by reason of: t. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged affecting the land has been recorded in the pubic records at Date of Policy. 2. (b) Any governmental police power not excluded by (a) above, except to the extent notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be biding on the rights of a purchaser for value without knowledge. 3. Defects, liens, encumbrances, adverse claims 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 at Date of Policy, but 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) resulting in no loss or damage to the insured claimant, (d) attaching or created subsequent to Data of Policy; or (e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the estate or interest insured by this policy. 4. Any claim, which arises out of the transaction vesting in the insured the estate or interest insured by this policy, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that is based on: (i) the transaction creating the estate or interest insured by this policy being deemed a fraudulent conveyance or fraudulent transfer; or (ii) the transaction creating the estate or interest insured by this policy being deemed preferential transfer except where the preferential transfer results from the failure: (a) to timely record the instrument of transfer; or (b) of such recordation to impart notice to a purchaser for value or a judgment or lien creditor. ALTAOPLI - M/W/U2 Attached to Order No. AMERICAN LAND TILLE ASSOCIATION OWNER'S POLICY (10- 17 -92) and AMERICAN LAND TITLE ASSOCIATION LEASEHOLD OWNER'S POLICY (10- 17 -92) (Continued) The above policy forms may be issued to afford either Standard Coverage or Extended Coverage. In addition to the above Exclusions from Coverage, the Exceptions from Coverage in a Standard Coverage Policy will also include the following General Instructions: EXCEPTIONS FROM COVERAGE This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: 1. Taxes or assessments which 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. Proceedings by a public agency which 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 which are not shown by the public records but which could be ascertained by an inspection of the land or by making inquiry of persons in possession thereof. 3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments or any other facts which a correct survey would disclose, and which are 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. ALTA0PL2-- 03/20/02M Attached to Order No. CLTA PRELIMINARY REPORT FORM Exhibit A (Revised 0 /04/02) CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY -1990 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 which arise by reason of: (a) Any law, ordinance or governmental regulation (including but not limited to building or zoning laws, ordinances, or regulations) restricting, regulating, prohibiting or relating (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter erected on the land; (ii) a separation in ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement there of or a notice of a defect, lien, or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. Rights of eminent domain unless notice of the exercise thereof has been recorded in the pubic records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 3. Defects, liens. encumbrances, adverse claims or other matters: (a) whether or not recorded in the public records at Date of Policy, but created, suffered, assumed or agreed to by the insured claimant; (b) not known to the Company, not recorded in the public records at Date of Policy, but 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) resulting in no loss or damage to the insured claimant; (d) attaching or created subsequent to Date of Policy; or (e) resulting in loss or damage which would not have been sustained If the insured had paid value for the insured mortgage or for the estate or interest insured by this policy. 4. Unenforceability of the lien of the insured mortgage because of the inability or failure of the insured at Date of Policy, or the inability or failure of any subsequent owner of the indebtedness, to comply with the applicable doing business laws of the state in which the land is situated. Invalidity or unenforceability of the lien of the insured mortgage, or claim thereof which arises out of the transaction evidenced by the insured mortgage and is based upon usury or any consumer credit protection or truth in lending law. 5. Any claim which arises out of the transaction vesting In the Insured the estate of interest insured by this policy or the transaction creating the interest of the insured lender, by reason of the operation of federal bankruptcy, state insolvency or similar creditors' rights laws. CLTASCPI- 00/20/0 AA Attached to Order No. CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY -1990 (Continued) EXCEPTIONS FROM COVERAGE - SCHEDULE B, PART 1 This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: 1. Taxes or assessments which 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. Proceedings by a public agency which 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 which are not shown by the public records but which could be ascertained by an inspection of the land which or which may be asserted by persons in thereof. 3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records. q. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are 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. CLTA P2 -Mjnj 2A Attached to Order No. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY (10- 17 -92) WITH ALTA ENDORSEMENT -FORM 1 COVERAGE and AMERICAN LAND TITLE ASSOCIATION LEASEHOLD LOAN POLICY (10- 17 -92) WITH ALTA ENDORSEMENT -FORM 1 COVERAGE 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 which arise by reason of: (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or any parcel of which the land is or was part; or (iv) environmental protection, or the effect of any violation of thes laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. 2, Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 3. Defects, liens, encumbrances, adverse claims 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 at Data of Policy, but 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) resulting in no loss or damage to the insured claimant; (d) attaching or created subsequent to Date of Policy (except to the extent that this policy insures the priority of the lien of the insured mortgage over any statutory lien for services, labor or material or to the extent insurance is afforded herein as to assessments for street improvements under construction or completed at Date of Policy); or (e) resulting In loss or damage which would not have been sustained if the Insured claimant had paid value for the insured mortgage. 4. Unenforceability of the lien of the insured mortgage because of the inability or failure of the insured at Date of Policy, or the inability or failure of any subsequent owner of the indebtedness to comply with applicable doing business laws of the state in which the land b situated 5. Invalidity or unenforceability of the lien of the insured mortgage, or claim thereof, which arises out of the transaction evidenced by the insured mortgage and is based upon usury or any consumer credit protection or truth in lending law. A TMPEI- M /20 /02M Attached to Order No. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY (10- 17 -92) WITH ALTA ENDORSEMENT -FORM 1 COVERAGE and AMERICAN LAND TITLE ASSOCIATION LEASEHOLD LOAN POLICY (10- 17 -92) WITH ALTA ENDORSEMENT-FORM 1 COVERAGE (CONTINUED) 6. Any statutory lien for services, labor or materials (or the claim of priority of any statutory lien for services, labor or materials over the lien of the insured mortgage)arising from an improvement or work related to the land which is contracted for and commenced subsequent to Date of Policy and is not financed in whole or in part by proceeds of the indebtedness secured by the insured mortgage which at Date of Policy the insured has advanced or is obligated to advance. Any claim, which arises out of the transaction creating the interest of the mortgagee insured by this policy, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that is baaed on: (i) the transaction creating the interest of the insured mortgagee being deemed a fraudulent conveyance or fraudulent transfer; or (ii) the subordination of the interest of the insured mortgagee as a result of the doctrine of (iii) equitable subordination; or the transaction creating the interest of the insured mortgagee being deemed a preferential transfer except where the preferential transfer results from the failure: (a) to timely record the instrument of transfer; or (b) of such recordation to impart notice to a purchaser for value or a judgment or lien creditor. The above policy forms may be issued to afford either Standard Coverage or Extended Coverage. In addition to the above Exclusions from Coverage, the Exceptions from Coverage in a Standard Coverage policy will also include the following General Exceptions: EXCEPTIONS FROM COVERAGE This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: 1. Taxes or assessments which 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. Proceedings by a public agency which 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 which are not shown by the public records but which could be ascertained by an inspection of the land or by making inquiry of persons in possession thereof. 3. Easements, liens, or encumbrances, or claims thereof, which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are 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. ALTAlPE2 - 03/20/42 AA GENERAL NOTES GRADING PLAN FOR LOT 7 MAP A. GENERAL 1 W", "THE 5 ECIFICATIONSxFOawPUeLICES6 I�MISE R 2CO01FF SANIT ON IsTxiti sinxDARD "HE "CCONSInuttloN, THE DESIGN c R.cllox5 OF ITY IF 0x'117"1 AND THE SAN DIEM AREA REGIONAL STANDANO ORPWIXGS. ""ITT."' DWEOIIESTVroxxlxsPEC IS 0) 422 413;81. -SAN DIEGO -GAS AND ELECTRIC EM' MUNICIPAL WATER DISTBT (TCO17Ssfl x616 BE _IT_ PRIOR T. ANY N. " °E G. THE MILS REPORT LED "UPDATE x.PO.. .. =AY _ C (60.1422- 44,35 se E. CABLE -TM LEIRGION BC.- 3515 JAl M -I ENCITTIAS, CLIFlanin BY W �a'fs °° IF IA I E: EI -T..... aE Ex SE p `.; E :E "ENDS36-2193� 2 "B4 Ep•a ��" o G� DING TRATHE _H THE AS _.A"_ pN. SPECIFTCATIONSx GAR RRFEO.CFH xE REPORT 4S HOURS NY WORx 4 ONE (TSC) 633 -21Y0 6 E NOJET. PHONE A. °F ^NOCA I. Ano ireE�olr�l pflAIAIAGE I. E COTRATOR SHALL GIVE 24 "OURS NOTICE ON L wlRx OR INSET ON PONE (7CO) 633 -2770. ALL C�5WA! GR""' APPHOVALi ANO 1� 'MIT °0E .MwIMD IN .1,111FIID "All"S `NP ALL NS. ORNED WITHOUT BENEFIT IF INSPECTION WILL DE ET TO REJETI4 AND RENOYAL. 4. ,UM SNAIL BE °BTAINEO F4 ANY IFF- 5. AE REGECANY PRECALTI.N5 RE09M0 nsPN9TEIT ADJACENT PROPERTGS IURIxG gMD'G OPEMTI -. -,.CIA oAMnGEU oP E REDUCED AM xEPAIREI ID COMIITCx ENSTIM PRE TO ["AURA.. EX WE" AT DEARAGGEE04SHNL BE RE£STABLISnEOSAx I MPI.ASEO BY T. TIE CONTMTE SMLL DESIGN, CON5IRLGTANU .-I ALL SAFETY DEVICES. INCLUO A+,, 5"oRiNG, AND SNAIL BE flEE01TBE G.1UNM.AU wilN ALL LICM., STATE FECTRAL SNBY NNI xEALILT STANDARDS, B. GRADING AND EwIPLENT EEMnxc nIIND CARE -MLF (FrsI W1 BE A STRICTURE FIR HUMAN CCCUPANCY IHILL ANN WS UTED BETWEEN THE NOURS aF 5:30 PM "NI AN NOW ON STAIRWAYS, SIMOAYS, AND TFT IIECOC�I2FD HOLIDAYS. 9. PM- (AADMG METBNG NAS AGE' - THE G PEOPLE PRESENT: CI IF NAbIECTOR, CIVIL PSO ITE. COTH EEEAE METH° SIRL"LABE"• ADD I THE CITY AT LEAs 46 HOURS TN ACTIM. BY CALL'0 (710)633 -2TTI- 10. PATH E TO HAULING DINT OT CONSTRUCTION MATERIALS - CONCTIEN SITE wiYNII 1x15 N INr P STR THE EYELEER s "YI """ TI AND x61070 APPROYpt. FROM NE CITY EN... 1.R THE PNEOED HAUL RDIIIE. TM DEVELOPER "FALL. _ BBIRTH R MY 'ICE MIT fFF CITY FALLING 11. OIApIXe"aPFAMiT BUT PRIOR TOES xaL =G'"' APPR9YN ANO/O9 FINN RELEASE IF EcIRTTY, AN AS )MEN PE SNALL. N11540'IDED sTA lu . 'E ,RADIX. SUTANTIAL GCOUP -LE WIII OVEEEEN APPROVE. GRAONO ,LAX E AS SxOwn oN ixE ATONED EADIM ,LAM B. NOTIFICATIONS 1. 1H CE AND THE LOCATION of UNOERGNauxl NTILTIES PIPES AND TROUT RED SHR. ON TES£ PLANS WERE BRITANNIC B SEARCH ANNLABLE EST BUN NCIM1EC'E TxERE.M.E NO IT Un .;: EXCEPT TWEE SHORN a" T FOREAURA TxE COITRACTE IS REOIIRED To 11 MEASURES TO THRUM NT EXISTING CiTHE WOIA SITE. T SILT 7q F. UTI TIES oR4 unNTIkS AID WITIFIC nox "OFECOMME.CEMExT° IF WORRIA C. GRADING T. INSPECTED AND TESTED BY A pUAL14F1ED'"SO1t5 ENGINEER E BIER HIS D'ECTIEN. HE SHALL INEPET AND TEST THE BCAVATION. FILLS PLACTUMENT AID ANO COMPACTIM IF TPENCNESF H LL SU&AIT LCILS REPORT AS FAUGUIRSED AND WI L NINE THE SUFFORLE OF ANY IT" NATURAL. "' LL STATE TNa�LLTCN IF MARINI OPERATIONS HE HASUCTIONS AM. TEST AUXE 11 1 HIS WEREPCONBRUCTED IN AG__ I'M THE APPROVED APING PLANS AND AN THAT � ACCEPTABLE THEIR ITE1✓ED 2-S TAE 1. 2 RF PROVENTLY SURFACES TO PROVIDE PRIBITIVE OMINAE SAGAVATE AND PRIVENT NXUOIIG OF WATER. HE L C4TROl RFACE HATER AND AVOID DANABE TO WAYSM ANINGNING PROPERTIES OR TO FINISH HGHT ON THE SITE AND SHALL TANTE REMEDIAL ..1- 1. "nM CANCE" MvEE'N"BEEH'STNLEDXF AND ERECxS MASEEs I. PREPARED TO BE x AND ST ARGUING SPECIFICATIONS, PLACED AL MATTTING AID BJETAINE MATERIAL SHALL BE EEREMVED BY THE WE PLACED. L"OOSE'FILLLL AND ALLUVIALT"SOMLSLSTRATA IS To SE REARVED Ill SaTLS SMRLLL,E CARTED TO A40OU6P"iN OF 6" AND EN COWATED TO MTNIRM OF 00 PERCENT. IT SHALL BE THE CONTRACTOR% RESPONSIBILITY TO PLASM, THE 1N 57X111 SPREAD, NOTHER AND _I.. I'. SPECIFIW I FILL GNS. FIND. -BE TOPRRIM . SMOOTH SDN.C. AxI S AND EINAN TS SHALL BE THE SHAPE TION D,,, PLANTEC AND AID OTHER MU- BNAILE MATER RLS SH,LLL BE COLLECTED, PILED AD OTHERWISE DISPOSED OF IFF THE SITE BY THE CEIRACTOR SO BE 71 LEAVE TIE AREAS THAT HAXE -I CIE.. WRIN A GENET COX I'S.. APPROVAL OFPDICTUM EF GOODS OFILLLDSNALL 11 ANY SUIR iBBEETSEGUINE0 FROYITHE BIBLE EN LITER AND TM CITY 1 OR 011111 PRION EARTHWORK CUT . 50 CY SFILEIEBE O T BY ­'_... ONXTTTIES - 0 CY IAIxr4Mep 1"I" Harr a.cVENNAVE. MUNICIAL. RATER LICIPIT ENCINITAS FIRE DEPARTMENT wa,rrr "BUTTED BY: -I- Br: TaL FEE /� EROSION CONTROL AVID NTNNSEY AT (YETO 942 -2505 2. TRIARPMENT AMB WIN ERB -FI CE OWING TRY SE "ASON. AL MADE RLAWL1 AT NECESSARY MATERIALS SHALL BE STOCKPILED ON ME ON L CONVENIENT LOCATIONS TD FACILITATE RAPID CE„STRDTI4 IF TEMPORARY ENDUES IF. RAIN IS S. DEVICES SHOWN 01 PLAN SHALL NOT BE MOVED OR MODIFIED WITHOUT APPROVAL OF THE ENONEER INSPECTING. 4. THE TRACTOR .SHOULD RETINE NFL EftOSIG" CONTROL M,RNX TO ­""= ORDER To THE SAnsFACITINROF THE CITY BNORNEED AT. - PRODUCING S AL ERMI N COH'al,'BWEAUMBEE BE WAY PE41. BY THE CITY ENGINEER DUE TO ON LET GRADING OPERNOM E 4FORS- TROMSTANES TMT MAY OC_. XF A. ABORIS"ABA�pDUCHE TO PREVENT PUBLIC TRESPASSN GG SHAD, WE RESFACARRIBLE AND SMALL WAS N INPGIMED -I CREATE A H- PUBMAS CGNERTGOID. B I- AREAS -.1 THE FOCIET PERIMTER MOST DRAIN AWAY INDIA THE FACE OF SLOPE AT THE CONCLUSIGx OF EACH WCR DAY. 9. ALL REMOVABLE FACTS EVE EVICES SHOWN STALL BE IN LACE AT THE END OF EACH BURNING DAY WHEN THE (5) BAY SI1X PROBABILITY PGRECAST ENCORED FORTY PERCENT (4E). LT AND THEN DEBRIS STALL M REMANDED AFTER RAINFALL. 10. SHOULD ERMINATION OF HYDROSEFEDMG SLOPES FAIL TO PORVOERRRAE FECTIVE COURAE IF GRADED SLEES(SOX DCE) PRIOR TG x0v6uBER 1B, THE SLOPES SHALL BE STABILIPED WITH PUNCNEO STRAW INSTALLED IN ACONOANCE WITH SUCTION 31- OF THE ..I. AID SEBAMENT r�NSTRARIDTHATI OF THE STAGE OF' CALIFTHISTA DEPARTMENT HYDROSEED i PLIED LO HURRIEFIED SHALL WE AT ALL SLOPES THAT AM EAEO .:I (..IZETAL TO VEATICAL)OR STEEPER WHEN THEY 7 3 FEET OR MORE IN NEIET iN FILL MEAS 11.5 PEET OR MINE IN ORIENT 1N CUT AREAS, IMLESs SLOPE IS NOT SUBJECT TO END NOW DUE To THE RACER E THE MATERIAL AS APPROVED "BY' " THE CITY ENGINEER. A. 711TH NATION SHALL MAINTAIN THE W„ NOF T E UEVIU. OF THE HTOREEEEO 3. HYObSEGINS MIX SHALL EESIT OF ALL E THE VTrTAITTV WAP REVIEMD BY' IA 49tiiIA�- /2(29ia`A ,. SEGO Nix XtL. XDSY B LESS TXAX: -I IF FRUSE CLUVER A. E. BS PER ACM E ALYSSUNA(GMXNET EF SNOBI UP LOCAT INS WHERE THE AREA BEING STREET "OF RES,.B_ I STRNTURES. N. E THIS AMEETION MUST BE =DW7K NIT NNG BACTERIA OTY EITHER BT EILLiNG OR I. NYOREMDINO. ALL I MATTER N BROPERED CINT:„ RS WITH OF FORREA .. AND CGRATIFIGATION TAG ATTACHED TO E R N PTED ON SAID CONTAINER. J. NOT, PNTTO -TOM WETTING ACUTE MAY BE "OED TO TM NYTHUGHT'ND SLERT AT THE DESUX- IF THE CONIRATOR. 2. TYPE AAACM APPLIED AT THE RATE OF NO LESS THAN 200 Les PER APPLIED IT MATERIAL. CO6TEN STPAq ALL 5 °IKEI 1T C" RIALLY MUST BE ANCHBMD TO THE 1-1 BY MEGH N PUNCHING THE 3. FEARTILCIEDT COPISISTING OF CLPNUR IPPLIED AT THE BE III LAS PRED AME. A. NYNISEEOED SHALL BE ,TEEMED PRIM YD NYDREEEONG B: ANY A 501FNE TI E PLANTED BY E"C9MIMTIIN OF, 1, TRACK EPER THIN 6:1 2. RIPPING "AREAS THAT WILL HOT BREAK UP A. _BTMGN. 'HE I. SO THAT IT IS SURTABLE 13584 WORK TO BE DONE ALL "' 'FAIL FIE COME I E TNNDMD IPEGNFIGATIUXI OR LIC "WCR. CONSTRUTION (LATEST E.111TW1, BANDARD 1GETFItAI� NDS FaR ","UREIC DNS I'll NI1CTIUN 1"AWPTED DY TxE MABTEE). AND THE SARI SAN DIEGO REGION DODO REOEAL STANDARD .-CO. MATEST MR-0- QUANTITIES NOTE THE WANTTICE ABOVE ARE ESTIMATED FOR BONGING AND PERMIT PUREGESS ONANTITIES ONLY. CCOR'A~TOR IIPIIIII FBI VERIFYING ALL AS 1Z ENVIROMENTAL STEEPEST SLLE - SOX E. UM VERTICAL DEPYNS: W CUTS -0' (B)A1 =6.0' 3. A PA E DEPTHS: IN CUTS = BIT FILLS =2.1 PROMFOSED .-I. fi4LBY -� -I SLOP. (.1, 1 I 1 1 (FILL) DAYLIGHT LINE EDW DITOI 9" FLAT GMT. 1. NO THE SURFACE SOIL NOSNE TO PWDVNHE A DMF 911T NOT - DRAFTER EED SOILS ENGINEER':S CERTIFICATE = G 5�MEIT ",", L. I.. � �"LO�ERIIW'I 055 IN TN.EFIEIO .Fi-L THE STIFF GP RECTRANY'S SODS I. GR "HIGH£ VIABLE NS PIRE-ENT THAT A SITE WAS STUDY BY M ON SDIL W. E NNN1AiNE0 TO PWYIOE A UNDER CONDITIONS SETMEN THE DATES IF N/A AND 4a5IEK GROIN NiTiI LINE PROJECT IS PERUHEMLY EEOILSEREPoB IMPLIED FROM THIS ATU TY G ISTRE WITH ITY IOUGGREARGATIONTS, AND ONE COPY OF THE PUT LA "'FING SUNTI"L THE PRIJE T' "IS COMPLETED E DESK SUOJTTERA to OFFICE OF THE CITY INFRUT AND ALL SECIA-1 HELFASE T. A '-I AIRT N INS SOILS OWNER'S CERTIFICATE PLANEA -�f -' /EEO H M4D'E I IM) NFRFRI ERYIIY - A REGISTERED C.. ENONER E SIGN EIT_aIT HAS BEER E HILL BE RETAINED TD SUMBIE -1 R.C.E. No: 36os7 ALL MANOR ACTIVITY AND ADVISE IN ALL CO.B•ACTON AND 630.06 IS AGREED THAT IT" DINNITIONS MAY INSTRUIRE CHANCES TO THESE PLANS. IT HAVE S A - OWN-EN A BR FIGURED CIVIL ENS RECR NAME SUCH N N IIDS, FE ST THE FPOPER"= -ISM NOVEMEN SCONATUR6 OTT, l2'Zi s.RATIME4f *hrX GTE: SAFF -I SANTA IS ROAD ,NONE: IT1oll f,y9 �2/O,ki" LEGAL DESCRIPTION APN.264- 540 -07 LOT 7 MAP 13584 raa:awa,rrm SL6kNM!£ P 2YR. -. REVISIONS APPROVED_ DATE REFERENCES DATE BENCHMARK SCALE 'PUBLIC - WOtltK3. DEN1Rt'NENT APPROVALS C I -- CeDMY Banc' Mark NP. n BLit GEAOING PLANS R 1 D Ixwc, w _ 0c A - enm. sy. m ran m xam.I I xoxr nlvrtWw sY: PLANS PREPARED UNDER SU�PEER i[`[ON OF R w9ENE0 A RO�./ FI GRADING 9489-1 sw TAX. EL "Il JOSE LUIS ROBLES -� .L� 3515 Jasmine Crest E PP xI zamN. As s .. aY:. Br: EE Ni1S.;;6A0' R D" AS B"MD 1 zZI�S EMIn B•aF_s!S GTE' IQ BATE 1�� Encinitas Ca 92024 -- - Eu+. P 1wRx PROJECT MD. 5a -252 SHEET 1 OF 3 STATEMENT OF ,ENGINEER OF WORK u* THEE B9GHE0 END NEEDS AGMES THAT THE nORK PEA BY UNE FUMED{ TH "ENGNEFAXS TF STANDM. AN' PBACTTCES OF TM E -C PROFESSION. NFIEItN THE ENGINEER FURTHER AGREES THAT THE REM -OWNED TIME IN 1.GFTNCE WTH TxE RULES ANN REOEA GRTUV -?- ED By OF THE ENGINEER AGREES THAT Off' )y FORMED BY S cH.cx E MTEw PERFORMED BY TxE clTr OF E1N'IYAS' ITS IC ENTITY FE THE PUNS PREPARED BY THE ALDETRMNATION OF THE G YY OF E IR'_' SF ADE04T OF THE PLANS 4 E9IXN E I1PROY0ENT5�BAED THEREON THE EMN SIX AGREES TO - CF ENCINITAS AND ITS OFFICERS, OR HMILY INJUB ni 'ELSOUND AGENTS,EAHI E1RI.OYES"FROM PROPERTYYEM4GE I. EI"' ACTS, EPA—' 09115510X5 OF E THE ENR'MR ARD HIS/HER aExis E 0x,0400 "TIM BTx' TxE G. SUON AGENT PI0 FMPTUYMENT AND NvI.. BI-E THE EPEEORMD w OB OF WORK BY THE ENGINEER. LA XT MA »3,3 �RCE 164402 N MD.,, CAE.100 PHONE (619) 89-141 LVV/ DATE 1106 /p raa:awa,rrm SL6kNM!£ P 2YR. -. REVISIONS APPROVED_ DATE REFERENCES DATE BENCHMARK SCALE 'PUBLIC - WOtltK3. DEN1Rt'NENT APPROVALS C I -- CeDMY Banc' Mark NP. n BLit GEAOING PLANS R 1 D Ixwc, w _ 0c A - enm. sy. m ran m xam.I I xoxr nlvrtWw sY: PLANS PREPARED UNDER SU�PEER i[`[ON OF R w9ENE0 A RO�./ FI GRADING 9489-1 sw TAX. EL "Il JOSE LUIS ROBLES -� .L� 3515 Jasmine Crest E PP xI zamN. As s .. aY:. Br: EE Ni1S.;;6A0' R D" AS B"MD 1 zZI�S EMIn B•aF_s!S GTE' IQ BATE 1�� Encinitas Ca 92024 -- - Eu+. P 1wRx PROJECT MD. 5a -252 SHEET 1 OF 3 GRADING NOTES \AipLL CWEU TPNTSNtl111 IF-A NE THE E%PNIAT W __ -- "ER, OF TIE FINl5XE0 GRADE MATEPIALS PT THE nGTW /M /Ny_ .4AC 1 I COMPLETIOt OF [RPOINS FOUNDATION DESIGN WCOMNENDPTRINS �N . 5��p,p PEVI5E0 IF NE IE%PANSION POTENTIAL OF FINISH �.} 6eo6Rw DYER Zh FdUGE MPTEWPLS BIRSTPNT PL D3FFER5 FRW1 THE.PSGUMEO EYPNER. RAME' bl'GMG9 Li 1. 11.7 a "a 2.AOmTIIXiN. TEST0IG SHWLO BE PERFORI+EO UPON COMPLETION LZ Ne2.t' L -7B'i @He L3'Le 6 THE [d?POm0 OF WE BUILDING PRAS TO A[C18iPTElY ADDRESS THE ODARG ROTY OF THE EORS• 9.1'G NL to @ H• 8.Z' L 90 E Ha b.o' Le 90' O `_ 3PN PS -&ALT FEPCAT PREENED 9Y THE CONSULTANT MUST BE - @ Na N.D 6• %O'@ H-Z.T' S18141TE0 TO TFE [RY FWi flEVEW. THE FEPORT MUBT mCL1EE �J H / S L- 9.0' 1}E TESTA -T QF LLNPPCTICN TEST AS VEIL P MPP pFFTCTRIG wAN.L S /U/ THE LIMITS OF OVERIXCAVPT[ON. GBSERVED GEOLOG6PL CINIDITWNR wA&DF LOCPTIBiS OF PLL DENSITY tEST. LOCATIONS OF ALl �MOVN. \Y� � BORT� &MS. PND LOCATIONS OF PLL �ATmffi WN1 BKHORPm PND H 6EOPvR /D G9YER � � ® NNJJ � 0.THE GEOTECHN[CPL CgSULTNtt FOR THIS PROJECT " SOUTHERN D ! CALRUmIP SDR RtN TESTING, Rd, TlEY HAVE PREPARED THE FOIIOVWG REPtliTS FIW THIS PROJECT: �]l° %3' Le 9.o'i� /H2 B'G 9.o'/ u "UPDATE FEPOHi.IOPKSEY /SINGER RESIDENCE, 3515 JASMINE CREST, ` EJ /}. ES'L+'90'iN AAT4 o'L 9A'' ENLArtTAS DALIWRNW' GATED _ M.2RB5 \ L Z.O'L -9.0'; w "SUNNNtY OF FIELD OBSERVPTIGNB AND TESTS MR RELATIVE COMPACTRM. G)WV $ ! CRY OF ElOWITAS TRACT N0.92 -108" OPTED JANUARY 26,2090 I vU. "EPORT OF WO DONNiCAL mVESTIOATION. MAY05EO EHINT Lot SL1.11 ISRIN. IX G TV (NNCHO CE MPT�TM 84109, SPN OTEGD COUNTY ,CP" DATED OT 12,1990 , I OVG 9739 -G STNS FWNDPTIDN PLANS PNp FOlWOATRIN DETARS SHALL CI -EARLY DEPICT THE EMBEDMENT MATEPIPL AND THE BOON" DEPTH OF THE EMBECA&NT FOR THE POWIWTNINS. 1 I &THE FmLOWB1G NOTE IBJST APPEAR ON ALl FOUNDATION PLANS:" ALL FgNOPTIDN EACPVA AS MIST BE OBBERVED N10 APPfl0VE0 BY THE M1H i , �,, `, PROJECT GE'OTECHNICRL CONSULTANT PRIOR TO THE FIPLFJNENi OF ` ` ` , `l 0 Ea5 �NNFORLEMENT STEEL'• PEP DYIG5)39-G PP 13584FN ! ].THE FINAL CPPOING. DPABJ/+GE, AND FgA1DOM PLANS SHOULD BE _ • ` ` t t ,t\ PERM N REVIEWER,SIGNED PIm WET STAMPED GV THE PROJECT GEOTECHNTCAL CONSULTANT. - - 1 \ 10 PRIVATE 504 POE EASEMENT <� \. ` MAP PER 13 \ f, CARDIFF N N�TaTI0P1 DISTRICT d. 1�i `t� i t \t eERMT MOCPrsai�BOSan Fae t HT , �,1`; , �s,e ..r/ BMP LEGEND in PAD ELEV = 271. ` \` ELEV= 271.71 SILT FENCE MORRIS STPBR14ri CoNSTRUCT[CN MATENti DELIVERY AND STORAGE AREA HAIMDOJS WASTE MNUGENENT p i HYONOBEEO F-71 `�, �'„ ew =S". th $D- WASTE MANREENENT A, BF` LNNSCAPmG Q , CoH{c SWG-E STORY ``•,,, , , \t , ;` i I TO BE PRIVPTELVMPmTPDEO PNO 't :'� ' V gE510r]EE NOT MODIFIED WITHNR CITY PERMITS C® n tiLcGwT.SrRUzl•BS � D D ®L +96P'. PPOIUS YB'00 CD ly ED'. CELtP S03'5PBTWI B" PVC Q - a --------------------------------- r h N01 °40'11 "E a W5'La20'l1R 1 3'BPL�(IN6 TTPE, V FRERSFA�L. SE'BS Tx tl OG APPROVALS I CITY OF ENCINITAS DRAWING NO. pEVI5t9xs APPROVED DOE REFERENCES DATE BENCHMARK SCALE SPECIAL DISYRICT PLANS PREPARED UNDER SUPE�Rj:_.A/ C GRADING PLAN 9489 —G 9C 9pTJxoRI29NTAl AS Sx9NN oAIF: Trp 1130, wR. EL cANlxp CFxoRTF SE LE 5r: 3S1 rJ Jasmine Crest RANDxo SAxiA PF A5 SHAM+ �, s "`E lm__ /�/ Encinitas Ca 92024 qp, p / O6 BOB. PnwECT N0. SHEET 2 OF 3 Rock Temporary Entrance Fabric Taper edges at Cross Slope --3% or flatter- - 0 0 0 Iginal 1, Mini Ground TEMPORARY CONSTRUCTOON INTRANCE "LANDLOK" TURF REINFORCEMENT, NATIVE GRASS or OTHER or EQUAL. IF REOUIREDSEE NOTES COUNTY APPROVED BIO- FILTRATION MATERIAL 3N PER SO. YD.) \� I DRAIN %GE DITCH \��\ j ,V 6" MIN 12" OUP DRAOROAGE DOTCH DETAOL PEAPP NOTES 1. CONFIGURATION OF DITCH MAY BE SLIGHTLY MODIFIED TO FIT' FIELD CONDITIONS, WITH THE APPROVAL OF ENGINEER or INSPECTOR. 2. TURF REINFORCEMENT MAY BE OMMITTED IF IT IS DETRMINED THAT VELOCITY OF DRAINAGE IN "AS- GRADED" DITCH IS NOT EROSIVE. 3. BMP SHALL BE PRIVATELY MAINTAINED AND NOT t0 BE MODIFIED WITHOUT CITY PERMIT. I 3'setback -.I Wood Post I Silt Fence Fabric Slope Toe of Slope _ See Trench Detall TEMPORARY COLT FEHCE Silt fence fabric Backfill - M -SIZE mtBlaL11M NPTEWN. STaWGE • . ST6 NmEWPLb BNML EE CanPwm IN R SEaxE PLME l0 PIEVaIT SFFPpPE HN SPSIAG£ CMiRATa! SNpLL s G� T EGE P�nG TxE xG B pY GPr GB GF 81BPoITPTEII PGILVnpI m11IRBL BM igTEB 1HE PPSL CGNIflM:iGfl 91PIt PmVQE 6ECMMflY RELPTIVE ro CP6TmtilM AcTrvlr¢a CertPw�Txr Fm a.L nEE sTdEO M -SITE. z mI1mNTE m rrrweE moons+ � sTmxmrm EEan L'aT1ETE vAaaur sIT£ sraamam Mar wcu� ma RWIEfATE BPGE awlPrTE SHFd.I. EsTPw1m Am IIBE PN PBEMp1ELY SQF➢ AA➢IG HATaepL£PEMNLT mN69E'(£ `ETC• smrrwlES smEL � mrnTm Pwpv Ens+ BROW DITCH TEce u.E` H°i`E -wi. To u TC IF, a `.'n maT mNciV121. °srwwme, fmiwc s�wa°smumxnmp1m'ix Eo mx � FG 511Cm,FlM'Im m10 TxE uxE wro TxE sTawupTm ma sTPBan4 IE L' 4 MmvaEG xmH A GEOGRID`. SNPU�`NE�PSa f11� Ti TeE °uMN 'pllrEA CU7TPldTOH Ifl. ---e--. LENGTH - m114iiISlla+enEPmESB TPAaOG reulzm cMnEUCrIGx snE aco:sss sxa.L eE Pmvtrea 1 FIH nE VEHICLE$ E[ 55 PHG waAOF UEx1G tl'SE TO PRYEIn TPoYYJNG TWCTbK'EMPLOYEES xm PEIFRE4➢ WM15(NGLfiw w '" . 1 [iPSli£ Tice SHRLL NATmNMEam Is Ti£ tltt tTPG SWxL I'MxEG TG BE FAM4wfl Ynx YEL pNNai CaWM,pim S1EFL PPIEI.B,A,PTES PG B1awVAim PGU - [GNIRa. :1 mm+ErEms. T`N ww xolm awEL m PVPn.Pa.e ro REINFORCED SOI - I fAXBTRLTDnM YES PflwE CMipPCiai NHGTG�ItEaw INE SieLVNIM4IM Finai �' { P SPminC PIED P%PY FPM GatTEl6 M9 SIaPEMw SWYL S1a9AVATm AEGOPEMENTS M THEW BNH -01GiB 04 EE GEEIMPTEG FM CMmEma+ YENIp.E PF.MaMa VFNI0.E �. ', flEF1EUnG, PxB PmTwE EaurrMmT Mnlxrwuxc£ a.L MNM u�TE nvxaoExENr Y' PVC' ZDr O.C. IEPPws 9W.L m aFFSITF. 2• ! ; I. c� �ml smPL � RE�alslacE foN PNGPEaLr I' `,' G PGTf fMG GIat [IXSTRIKTiai __ ,_ °1�DN mxnmL a s PTA o'++" T wT�TMTME cs m 4" PERFORATED PV L Etaslal CaPIW'L MBGI BE PPWLEH FGN PLL -E mxuEYnwcE sxsTM Is sTwcnv PmwBITE£ Z' FbRR'F�D PVC SIIEdPCE£ SLaPm SU6MEG SPECIOlI.v SNPLL BF S�NEi NAGP GmaDaWMAGp N6mGw FBGDNw 5105 ""GGwTG R E T A I N I N WALL 1 lm GALMG CGVFR VEGETPita1,WW✓V ECNGFD GVMPGTEPx ro BNEflT THE NPTaML Giaw mNGFf. xPTPC4 -05 W M %IWt PEHWiNE-CI D PT Pll Fntf? 1 £ 2 YEi %EATfFA. pCitVn1E8 PPE -EG MPHY CMGlP1EiIM MPTFPSN.G I1CIAaING mLVENR, £ mmTpwvimEGwPFSF EI LM PS A mPoGllxPoG w:s s sr an H£ FxPm L os xTaax P cauMcpTSrm m rA Irs¢sxrrpPm u w ETPm G m a lEPwtt m lw m .i KEYSTONE STANDARD UNIT H =0.0' 410 6" PCL PAVING- xA460 SECTION C -C 0 95X CaMPpT C'IBm. Q Ke15vnLe /" It9 9AA nN' A4 SECTION A -A . ,,d Wood Post SECTION TRENCH DETAIL o, BMP pRWNPGE piTM 3 _ oG BMP BHA-E M- 3'MP% HEIGHT pErPIL e GG B -_ 8'YN%HEIG�NTLL I BMP GPNNP� DITCH ' OEFPIL e Aera N r. WRj*._2 -ER xTm GPPH fPELTPP, TBul m caF MusIr m rmace a, I PTE iLV W=9.0' L =7.bj eFk 6.0'L =T. LvFF= 4. 4 'L= Z0' ;(Elh-3.3L- T0JLVH- Z0'L-Zo' 16F R CPI.ArC - 'DESt4N OR I UINA D I EMawer EP�IM CMTe1 nEPauE£ a rsxovE F%mrws -AT- anv ulEPl aBmLUEFLx P: 1 o P oalPSSPO£ m nI`m- F0.ffw n x reTa EM . wFawanM M wsPGSx EF inzwmsus MvTEmAL mLL NPTMGGS Mp'IEflVx. NOTLiNE ial Al 1800nIYn95. Q NoTE: Sam. S M ALL , w WSESpGYTG vA 01G SPAY xFl V�OLE61�i w YEfETPTNEL s. T N nNuw l ' EE TivaacVEnEmxrwlw T t1TO <. Pa.ler{drts a- 6F ExPIBm sWF%ES. -CE TPPSN LPNG Am PELYCIJNG PECPPTPLLES PPGxNO lHE SIZE. £ m Tou.Ers Mxr EE m uaTAxm+o m mPamnFP FG NONE REOUIRED CU Ts G WM - m rBaY vT SFSI.EpfIwS M 1No -ELI Mwm W& Fm w iflr�TI.E AIx x sm. V-mt wI- WTE p &P E _ .. GEOGRID KEYSTONE STANDARD Original £ I-AnM P N u Px�wwPaEm.a. cE T PWPr T"IE F PMM amw+ BPmrm w £ mRaL wr�nLV Ea ccxnEoax LENGTH 31' 111 4' UNIT �© Ground c,, -tuM c -T lL w Mm p Tx°E°Pp m as E T pY "v SL E is REINFORCED OIL - m T. VPTm FM mn oMnax swxPGU H =0.0' TO Mff 8" CURB R e 5OR50 G -1 RU 2 ' M, o. rw "t� ., /'2u pVC a0 o.G' FAA , � ., _ l4" 7 A11 N. roNE vpu' 5 EA CELL PERFORATED PVC` ;, '.,OG '),41 •.•. >a' 2 "'PERFORAT'6n PVC• RETAINI 1 LL 2 AnmoW- 6" PCL PAVING- xA460 SECTION C -C 0 95X CaMPpT C'IBm. Q Ke15vnLe /" It9 9AA nN' A4 SECTION A -A . ,,d Wood Post SECTION TRENCH DETAIL o, BMP pRWNPGE piTM 3 _ oG BMP BHA-E M- 3'MP% HEIGHT pErPIL e GG B -_ 8'YN%HEIG�NTLL I BMP GPNNP� DITCH ' OEFPIL e Aera N r. WRj*._2 1D,1'414412 iLV W=9.0' L =7.bj eFk 6.0'L =T. LvFF= 4. 4 'L= Z0' ;(Elh-3.3L- T0JLVH- Z0'L-Zo' WALL TABL M GEOGRID LAYER WETAIWIM9 WALL T 4.1'< H'( 13`­,: 4. N =4.7' L= 5.5; It H =3.3 L= 5Z; a 1.33 L {5.50 2.1'( H < 4' a H =2.7' L= 4.5' H <2' NONE REOUIRED 1116TAINIIN HALL 2 I 8.1'< H 4 10' a H=8.67' L =7.5; a H =6.0 L= 6.0 a =4 L= 6.0y 0H2.7'L 6.0;a H =1.3 -. 6.1' < H< e• a H =6.67 L =6.0; a H -5.33' L- 5.0't It H -13 L= 5.0'; It H -1.33 L =5.00 4.1'< H <.6' a H--4.T L= 5.0: a H =2.0 L= 4.5' 31' 111 4' a H =2.67' L= 4.5' H ( 3' a H =1.33' L= 3.0' SECTION B-B NDTE, fALNLPTSNIS FM TIE PEI'PwwG Vests MFET TIE ¢ ExT roPUCPBtE sTx1GrAW aE Txe Cav o-' mcuuTPS axo SECTION D -D TxE rx>FGwlu Bu¢GUro . - u%�tt TABAE soNriksEp aV 5/pTz SPECIAL DISTRICT APPROVALS CITY OF ENCINITAS DRAWING NO. PLANS PREPARED UNDER SUPERVISION OF °� N'D `""DING aPxG rOR' GRADING PLAN 9489 -G JOSE LUIS ROBLES o.,E- e, / G Pm 3515 Jasmine Crest omm xrEC s Encinitas Ca 92024 PTE. , r;�p( GpTEI / / /A�A/u Mxex PPOaECT xS. SHEET 3 OF 3