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HomeMy WebLinkAbout2005 CASSIA RD; ; CB063415; Permitfe 01-12-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB063415 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Applicant DONAHOO RICK 2005 CASSIA RD CBAD RETAIN 2150202700 Lot# $6,480 00 Construction Type CASSIA HEIGHTS 360 SF CANT/LEVERED RETAINING WALL 0 NEW Status Applied Entered By Plan Approved Issued Plan Check# Inspect Area Owner CITY OF CARLSBAD ISSUED 12/04/2006 KG 01/12/2007 01/12/2007 CALIFORNIA STATE ASSESSED 00000 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $7659 $000 $4978 $000 $1 00 "$000 - $000 $000 $000 $12737 Total Fees $127 37 Total Payments To Date $12737 Balance Due $000 BUDDING PLANS IN STORAGE ATTACHED Inspector Date Clearance NOTICE Please take NOTICE that approval of your project includes the ' Imposition of fees dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions " You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Secton 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review, set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMirAPPLICATlON CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 V, ' PROJECT INFORMATIO" FOR OFFICE USE ONLY PLAN CHECK EST VAL Plan Ck Deposit Validated By/*>Datj Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Mumber Unit No Phase No Total # of units L Assessor's Proposed Use [Descriptioni of= WoA FT 'ftof Stones # of Bedrooms 2f 1 CONTA0 pER,SONJi(iLdjf ferenH rom a^licant) 'Vn-i? Name ,3"" TAPPUCANT Address City State/Zip Telephone # Fax # ntractor 3-Agen^ for Contractor^' psOwr>erjs' '' [D Agent'forO-wners,, s* , /">.C- 7 F\f-l *ty^&^1 C<^~Address City State/Zip Telephone # Citv State/Zip Telephone? (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption A/Y violation of Sectiorv7031,5 by any applicant for a permit subjects.the applicant to a civil penalty of not more than five hundred dollars [5 5001) Name State License # Crty State/Zip Telephone* City Business License # / I (pf\m Designer »State License # City State/Zip Telephone ,6, : IWORKERSr COMPENSATION"-H"""^^.Ll Mr[.[ . "t ^^ I/ « i »,' V. " ' • • -""' * 4 ,!;!,_ ^V^^,' >"';[ ,' J7\ • ^K,^ IB,<, ^4 f*-1.'' ^ WorkersJ^Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations (Q^*T have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued O-'Tnave and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My wO'ker's compensation insurance carrier and policy number are Insurance Company ^--^Ge^. FTcr _/ &•?(**^€-e*^ Policy No ^^^/(J^^T^/J I Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [5100J OR LESS) Q CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in aririitinnjo, the cg<gt_ot compensation, SIGNATURE iages as provided for m Section 3706 of the Labor code, interest and attorney s fees DATE iTiereby affirm that I am exempt from the Contractor's License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within ons year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) D I, as owper of the property, am exclusively contracting with licensed contractors to construct the project {Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) F~l I am exempt under Section _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement l~) YES 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 ' I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contactors license number) _ __ ___ _ _ ____ _ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) __ ______ __ __ __ ______ _ _ _ _ PROPERTY OWNER SIGNATURE DATE NO Is the applicant or future_buildjng occupant required to submit a business plan, acutely hwardous materials registration form or risk management and prevention program under" Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES [J NO( Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES fj Is the facility t° be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8~, ^CONSTRUCTION LENDING AGENCY^lf s\ '> *, , / „" '„ ,'' , L"< " !, ' ,'; ' ,. - -'"', ¥ " V, *" "*•" %""„.. -*V t, '„ '„ ' ' t r I hereby affirrr" that there is a construction lending agency for the performance of the work for which this permit <s issued (Sec 30970) Civil Code) LENDER'S NAME _________ _ LENDER'S ADDRESS _______ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinance's and State laws relating to building construction 1 hereby authonza representatives of the Cit\ of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Jyery-perrnif issued by the building-Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days-torn the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any,tirne after the worji )s-eorrmi^nce"erfora-pejnod of 180 dayj (Section 106 4 4 Uniform Building Code) APf?LlCANT S SIGNATURE _J»<r~""~~ ^V- "^ ' ----- • - DATE / ^/- yf . ' CFile YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 01/22/2007 Permit# CB063415 Title CASSIA HEIGHTS 360 SF Description CANTILEVERED RETAINING WALL Inspector Assignment Type RETAIN Sub Type 2005 CASSIA RD Lot Job Address Suite Location OWNER CITY OF CARLSBAD Owner Remarks Phone 7606020198 Inspector Total Time CD Description 61 Footing 98 BMP Inspection Act Comment Requested By RICHARD Entered By JANEAN Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments ' "- J EsGil Corporation In (Partnership -with government for (BuiCding Safety DATE 1/8/07 'JURIS JURISDICTION City of Carlsbad O>CAfl"REVlEWER a FILE PLAN CHECK NO 063415 SET III PROJECT ADDRESS 2O05 Cassia PROJECT NAME Retaining Walls for Cassia Height XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC log tmsmUdot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4- (858)560-1468 * Fax (858) 560-1576 City pf Carlsbad 063415 12/29/06 EsGil Corporation In (Partnership wild government for (Buiftftng Safety DATE 12/29/06 Q _AEEU£ANT JURIS. JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 063415 SET II PROJECT ADDRESS 2OO5 Cassia PROJECT NAME Retaining Walls for Cassia Height The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XJ The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Rick Dano Hoo Esgil Corporation staff did not advise the applicant that the plan check has been completed XJ Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Rick Dano Hoo Telephone # 760-801-3694 Date contacted /^A?Mby//4 Fax # 760-431-1137 Mail Telephone Fax I/In Person REMARKS By David Yao Enclosures Esgil Corporation H GA D MB D EJ E] PC 12/21 trnsmtldot .City of Carlsbad 063415 12/29/06 RECHECK PLAN CORRECTION LIST JURISDICTION City of Carlsbad PROJECT ADDRESS 2OO5 Cassia DATE PLAN RECEIVED BY ESGIL CORPORATION 12/21 REVIEWED BY David Yao PLAN CHECK NO 063415 SET II DATE RECHECK COMPLETED' 12/29/06 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans B The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items C Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes UNo .City pf Carlsbad O63415 12/29/06 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential'projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Ftre Departments until review by EsGil Corporation is complete 1 " Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 No original soil report was provided The soil engineer's letter for additional retaining wall parameters was provided 2 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that (if applicable) a) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report " 3 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report) 4 Does the drainage at back of the retaining wall shown on the plan complies with the soil report recommendation'? Please check Section 1804 7 No soil report was provided The drainage recommendation can not be verfied 5 The calculation requires all retaining walls grout solid The plan did not show it Please add the note No revised plan was provided .City pf Carlsbad O63415 12/29/06 6 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 7 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans • Have changes been made to the plans not resulting from this correction list? Please indicate Yes a No Q 8 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation Thank you EsGil Corporation In (Partnership -with government for <BmC(fing Safety DATE 12/15/06 Q APPLICANT JURISDICTION City of Carlsbad 'u PLAN REVIEWER a FILE PLAN CHECK NO 063425~ SET I PROJECT ADDRESS 2005 Cassia PROJECT NAME Retaining Walls for Cassia Height The plans transmitted herewith have been corrected where necessary and substantially comply, with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Rick Dano Uoo Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Rick Dano^foo Telephone # 760-801-3694 Date contacted /<W/W (by £/) Fax # $& + tyl/~ M$7//r / ^ Mail Telephone <-/ Fax ^ In Person REMARKS By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 12/7 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4- (858)560-1468 4 Fax (858) 560-1576 .City of Carlsbad O63425 12/15/06 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO O63425 JURISDICTION City of Carlsbad PROJECT ADDRESS 2005 Cassia FLOOR AREA REMARKS ' DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 12/15/06 STORIES HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 12/7 PLAN REVIEWER David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 063425 12/15/06 Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602- 2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 2 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that (if applicable)r a) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report" 3 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report) 4 Does the drainage at back of the retaining wall shown on the plan complies with the soil report recommendation'? Please check Section 1804 7 5 The calculation requires all retaining walls grout solid The plan did not show it Please add the note 6 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 7 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans City of Carlsbad 063425 12/15/06 • Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No Q 8 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation Thank you .City of Carlsbad 063425 12/15/06 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PREPARED BY David Yao BUILDING ADDRESS 2005 Cassia BUILDING OCCUPANCY PLAN CHECK NO O63425 DATE 12/15/06 TYPE OF CONSTRUCTION. BUILDING PORTION retaining walls Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 360 - cb Valuation Multiplier 1774 , By Ordinance Reg Mod VALUE ($} 6,386 6,386 $7659 Plan Check Fee by Ordinance Type of Review Repetitive FeeRepeats Complete Review D Other r—i Hourly D Structural Only Hour Esgil Plan Review Fee $49.78 $4289 Comments Sheet 1 of 1 macvalue doc City of Carlsbad __—_—. —^ VBHMBM^MV^^^MM^^^^B^^BHMMW^^^MHMH^^^HiMVV^H^HPublic Works — Engineering BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER CB BUILDING ADDRESS PROJECT DESCRIPTION Retaining Wall ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure contmueeHionformance with applicable codes Please revievtfcarefully all comments attached, as failure-toxcompty with/instructions in this report can result in/si^spension oH5ermit to build By Date DENIAL Please see/the attached report of deficiencies marked wM DMaJ<e necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specificatioas-WlfiiJTciffice for review Date Date Date ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON NAME KATHLEEN M FARMER Ctty of Carlsbad ADDRESS 1635 Faraday Ave Carlsbad, CA 92008 PHONE (760) 602-2741 H \WQRD\DOCS\CHKLST\ReOming Wall BuiOmg Plancheck Ckhst Form KF doc 1635 Faraday Avenue • Carlsbad, CA 920O8-7314 • (76O) 6O2-2720 • FAX (760) 6O2-8562 Q Q BUILDING PLANCHECK CHECKLIST RETAINING WALLS Al&4.i Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures (dimensioned from street) C Property Lines 2 Show on site plan A Drainage Patterns B Existing & Proposed Slopes C Existing Topography Include on title sheet A Site Address B Assessor's Parcel Number C Legal Description D Grading Quantities Cut D, Easements E, Retaining Wall (location and height) Fill Import/Export (Grading Permit and Haul Route Permit may be required) Q Q 4 Project does not comply with the following Engineering Conditions of approval for Project No _____^_ Conditions were complied with by Date MISCELLANEOUS PERMITS Q a 5 A RIGHT-OF-WAY PERMIT is required to do work in City Rtght-of-Way and/or private work adjacent to the public Right-of-Way A separate Right-of-Way issued by the Engineering Department is required for the following Please obtain an application for Right-of-Way permit from the Engineering Department Page 1 H \WORD\DOCS\CHKLST\Retalrang Wall Building Plancheck Cklist Form DR doc Rev 6/20/98 PLANNING/ENGINEERING APPROVALS NUMBER CB DATE ; ^ *# i-sW? .RESIDENTIAL ffi%> !1* ^'-sK^-Kf- jf'V-rf B-S-ftvii. -f«V i *. -^"••Sf"* %„ , , ! ^i " r ' RESIDENTIAL ADDITION MINOR .000.00)* * TENANT IMPROVEMENT PLAZA CAM1NO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE Docs/MiSforms/Plannrng Engineering Aoorovais RETAINING WALL CALCULATIONS FOR CASSIA HEIGHTS CASSIA ROAD AND EL CAMINO REAL CARLSBAD, CALIFORNIA Prepared by Prepared By MASSON & ASSOCIATES, INC. 200 E Washington Avenue, Suite 200 Escondido, CA 92025 (760)741-3570 Date Thfcy H /Santucci, R C E 49673 exp 09-30-08 PN01092 Date Comments 11/29/06 Original I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS INTRODUCTION .. ... 1 PURPOSE 1 METHODOLOGY , , .........1 DESIGN LOADS 1 SOIL DESIGN PARAMETERS 1 CONSTRUCTION SPECIFICATIONS 1 APPENDICES Appendix A - Wall Calculations & Loading Diagram Appendix B - Minimum Horizontal Steel Appendix C - Typical Construction Details Footing Step Detail • Typical Expansion/Control Joint Typical Footing Joint at Wall Expansion/Control Joints Backfill and Drainage Detail I I I I I I I I I I I I I I I I I I I INTRODUCTION The proposed project is located on the southeast corner of El Camino Real and Cassia Road in Carlsbad, California The 2 6 acre site will be multi-family residential, consisting of four apartment buildings and a common recreation building A combination retaining and screen wall is proposed along the El Camino Real frontage, wrapping around the corner at the intersection and extending approximately 80 feet along Cassia Road PURPOSE The purpose of this study is to establish retaining/screen wall structural sections and details METHODOLOGY • Building Code - CBC 2001 • Methodology-Working Stress Design of Masonry • Design Software - RetainPro 2005 DESIGN LOADS • Wind Load = 20 psf • Railing = 20 plf (Table 16-B) SOIL DESIGN PARAMETERS From Preliminary Geotechnical Investigation. 2 63 Acre Parcel, East Side of El Camino Real at Cassia Road, Carlsbad. La Costa by Vmje & Middleton Engineering, Job #02- 292-P, dated August 14, 2002, and from update letter Additional Retaining Wail Parameters, Cassia Heights Apartments. Cassia Heights. Carlsbad. California, by Southern California Soil & Testing, Inc , Job No 0511279, Report No 9, dated November 13, 2006 • Wet Density of Soil = 126 4 pcf • Active Soil Pressure = 39 pcf (EFP) for level backfill • Active Soil Pressure = 54 pcf (EFP) for 2 1 sloping backfill • Passive Soil Pressure = 411 pcf (EFP) • Coefficient of Friction = 0 39 • Allowable Soil Bearing Pressure = 1,750 psf • When combining passive pressure and frictional resistance, the passive component should be reduced by one-third CONSTRUCTION SPECIFICATIONS Masonry , • All masonry units shall be type "N" grouted solid with fm = 1,500 psi Footing Concrete • Minimum compressive strength f c = 2,000 psi minimum 01092 Reaming Wall doc 1 11/17/06 I I I I I I I I I I I I I I I I I I I Mortar • Minimum compressive strength 1,800 psi Grout • Minimum compressive strength 2,000 psi • Stop grout 2" below top of masonry units when grouting of a second lift is to be continued at a later time Reinforcing Steel • Must be deformed and comply with ASTM A615-85, Grade 40 • When one continuous bar cannot be used, a minimum lap or splice of 40 bar diameters is required • For 6" and 8" walls, one bar shall be placed longitudinally in the center of the wall in a bond beam as the blocks are laid up Use #3 bar @ 16" o c or #4 bar @ 32" o c • For 12" and 16" walls, one #4 bar shall be placed longitudinally in the center of the wall in a bond beam every 24 inches as the blocks are laid up Mortar Key • To ensure proper bonding between the footing and the first course of block, a mortar key must be formed by embedding a flat 2x4 flush with and at the top of the freshly placed footing It should be removed after the concrete has started to harden (about 1 hour) A mortar key may be omitted if the first course of block is set into the fresh concrete when the footing is placed and a good bond is obtained Wall Drains • Where walls are retaining more that one foot of soil above the adjacent grade, a wall drain shall be placed behind the wall per the details on the plans and in accordance with the geotechnical report Vertical Expansion/Control Joints • • Vertical control joints shall be placed at 24 foot intervals Joints shall be designed to resist shear and other lateral forces while permitting longitudinal movement Backfill • No backfill material shall be placed against masonry retaining walls until grout has reached design strength or until grout has cured for a minimum of 28 days Compaction of backfill material by jetting or ponding with water is not permitted Each layer of backfill shall be moistened and thoroughly tamped, rolled, or otherwise compacted to a minimum of 90% of the maximum dry density Special Inspection • Not required 01092 Retaining Wall doc 2 11/17/06 I I I I I I I I I I I I I I I I I I To specify your own special title block here, use the "Settings' screen and enter your title block information Title Wall A - 2 67' retaining, slope JOD# 01092 Dsgnr ths Description Page Date NOV 10,2006 This Wali in File i \dwg\01\1092\prodVreportsVretaming wall Retain Pro 2005 , 1 December-2005 (c) 1989-2005www retampro com/support for latest release Cantilevered Retaining Wall Design Code CBC 2001 Registration tf RP 1151915 2005003 ° ° | Criteria | Retained Height = 267ft Wall height above soil = 0 00 ft Slope Behind Wall = 2 00 1 Height of Soil over Toe = 6 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf Vertical component of active lateral soil pressure options USED for Soil Pressure NOTUSED for Sliding Resistance USED for Overturning Resistance Surcharge Loads | Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning [Axial Load Applied to Stem | Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in | 'Design Summary | Wall Stability Ratios Overturning = 2 13 OK Sliding = 1 63 OK Total Bearing Load = 978 Ibs resultant ecc = 3 42 in Soil Pressure @ Toe = 1,105 psf OK Soil Pressure @ Heel = 14 psf OK Allowable = V50psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,051 psf AC! Factored @ Heel = 13 psf Footing Shear @ Toe = 1 9 psi OK Footing Shear @ Heel = 7 6 psi OK Allowable = 76 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 375 7 Ibs less 67 % Passive Force = - 308 4 Ibs less 100% Friction Force - - 302 5 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Building Code CBC 2001 Dead Load 1 200 Live Load 1 600 Earth, H 1 600 Wind, W 1 300 Seismic, E 1 000 Soil Data | Footing Dimensions & Allow Soil Bearing = 1 750 0 psf Toe Width Equivalent Fluid Pressure Method Heel Width Heel Active Pressure = 54 0 psf/ft Total Footing Width Toe Active Pressure = 39 0 psf/ft Footing Thickness Passive Pressure - 41 10 psf/ft Soil Density = 126 00 pcf ^ Wldth FootmgllSoil Fnct.on = 0 390 ^ JJ^ ffom Toe I Soil height to ignore for passive pressure = 0 00 in fc = 2, 000 psi Fy - Footing Concrete Density = Mm As % Cover @ Top = 2 00 in @ Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load - 0 0 #/ft Adjacent Footing Load = Height to Top = 0 00 ft Footing Width Height to Bottom - 0 00 ft Eccentricity WalltoFtgCLDist Footing Type at Back of Wall Poisson's Ratio = j Stem Construction I Top stem Design Height Above Ftc ft= 000 Wall Material Above "Ht" = Masonry Thickness = 8 00 RebarSize = #4 Rebar Spacing = 3200 Rebar Placed at = Edge fb/FB + fa/Fa - 0 280 Total Force @ Section lbs= 1876 Moment Actual ft-#= 1705 Moment Allowable - 6084 Shear Actual psi = 32 Shear Allowable psi = 194 Wall Weight = 78 0 Rebar Depth 'd' m= 5 25 LAP SPLICE IF ABOVE in = 20 00 LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG in - 6 00 fm psi- 1,500 Fs psi= 20,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 2578 Short Term Factor = 1 000 Equiv Solid Thick in = 7 60 Masonry Block Type = Medium Weight fc psi = Fy psi = Strengths | 0 17ft 1 58 1 75 9 00 in 8 00 in 300m 050ft 60,000 psi 150 00 pcf 00018 Btm - 3 00 in 1 00 Ibs 000ft 0 00 in 000ft Line Load 00ft 0300 ' I I I I I I I I I I I I I I I I I I I I To specify your own special title block here, use the "Settings" screen and enter your title block information Title Wall A - 2 67' retaining, slope Job# 01092 Dsgnr ths Description Page Date NOV 10,2006 This Wall in File i \dwg\01\1092\prod\reports\retaining wall Retain Pro 2005 , 1-December 2005 (c) 1989-2005 retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1151915 2005003 Code CBC 2001 Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing __Toe.._ 1,051 55 12 43 1 94 7603 None Spec'd None Spec'd None Spec'd Heel 13 psf 0 ft-# 0 ft-# 273 ft-# 7 56 psi 7603 psi Other Acceptable Sizes & Spacmgs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments Item ^^ Heel Active Pressure Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ©f Stem Above Soil = OVERTURNING Force Distance Ibs ft 406 1 -305 1 29 042 Moment ft-# 5250 -127 RESISTING Force Distance Ibs ft Moment ft-# Total = 3757 O T M - 5123 Resisting/Overturning Ratio = 213 Vertical Loads used for Soil Pressure = 978 5 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel • Adjacent Footing Load Axial Dead Load on Stem: Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions. Footing Weighl Key Weight \ Vert Component 3084 265 105 208 3i 1969 25 0 2029 Total =978 5 ibs 1 29 1 44 000 008 0 50 088 0 83 1 75 R M = 3984 382 09 1042 1723 208 3552 1,090 1 DESIGNER NOTES I I I I I I I I I I I I I I I I I I I 8 in Mas w/ #4 @ 32 m oVc Solid Grout, #0@0 in @Hee! Designer select all honz remf See Appendix V- WALL A 2'-8" I I I I I I I I I I I I I I I I I I I 406 12# 11045psf \VALL A I I I I I I I I I I I I I I I I I I I o specify your own pecial title block here, se the "Settings" screen nd'enter your title block nformation Title Wall B - 4 67' ret, 4' rail, slope Job* 01092 Dsgnr THS Da Description This Wat! in File i \dwg\01\1092\prod\repo stain Pro 2005 1 December-2005, (c) 1989-2005 ww retampro com/support for latest release Cantilevered Retaining Wall Design sgistration # RP 1151915 2005003 . a Paqe e NOV 7,2006 rts\retainmg wall Code CBC 2001 , Criteria 1 Retained Height = 4 67 ft Wall height above soil = 4 00 ft Slope Behind Wall = 2 00 1 Height of Soil over Toe = 6 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf Vertical component of active lateral soil pressure options USED for Soil Pressure NOT USED for Sliding Resistance USED for Overturning Resistance Surcharge Loads 1 Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning [Soil Data 1 \ Allow Soil Bearing = 1 ,750 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 54 Q psf/ft Toe Active Pressure = 39 0 psf/ft Passive Pressure = 411 0 psf/ft Soil Density = 126 00 pcf FootmgltSoil Friction = 0 390 Soil height to ignore for passive pressure = 0 00 in Lateral Load Applied to Lateral Load = Height to Top Height to Bottom Stem | [ 20 0 #/ft 917ft 817ft Axial Load Applied to Stem • Axial Dead Load = Axial Live Load = Axial Load Eccentricity = *Design Summary 00 Ibs 00 Ibs 00 in 1 /Vail Stability Ratios Overturning = 2 46 OK Sliding = 1 54 OK Total Bearing Load = 3,188 ibs resultant ecc = 5 66 in Soil Pressure© Toe = 1,704 psf OK Soil Pressure @ Heel = 160 psf OK Allowable = 1 ,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,602 psf AC! Factored @ Heel = 151 psf Footing Shear @ Toe = 3 4 psi OK Footing Shear @ Heel = 20 5 psi OK Allowable = 76 0 psi liding Calcs (Vertical Component NOT Used) Lateral Sliding Force - 1,145 1 Ibs less 67 % Passive Force = - 746 3 Ibs less 100% Friction Force = - 1,017 8 Ibs Added Force Req'd = o 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2001 1 200 1 600 1 600 1 300 1 000 [Stem Construction Design Height Above Ftc Wall Material Above "Ht1 Thickness Rebar Size Rebar Spacing Rebar Placed at • Top Stem ft- 467 - Fence fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable = Wall Weight psf* Rebar Depth 'd1 m = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m ~ HOOK EMBED INTO FTG m = fm Fs Solid Grouting Special Inspection psi = PS! = Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick = Masonry Block Type - Medium Weight fc Fy psi = psi = Footing Dimensions & Toe Width Heel Width Total Footing Width -ootmg Thickness = Key Width Key Depth Key Distance from Toe = fc = 2, 000 psi Fy = Footing Concrete Density = Mm As % Cover® Top = 2 00m @ Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type at Back of Wall Poisson's Ratio = 2nd 3rd Stem OK Stem OK 2 00 0 00 Masonry Masonry 800 1200 #4 #4 3200 1600 Edge Edge 0 501 0 525 2125 6040 3047 1,0892 608 4 2,074 4 36 60 194 194 780 1240 5 25 9 00 20 00 20 00 2000 600 1,500 1,500 20,000 20,000 Yes Yes No No 25 78 25 78 1 000 1 000 760 1160 Strengths | 017ft 325 342 9 00 in 1200m 1300m 050ft 60,000 psi 1 50 00 pcf 00018 Btm = 3 00 in i 00 Ibs 000ft 000 in 000ft Line Load 00ft 0300 I I I I I I I I I I I I I I I I I I I To specify your own special title block here, use the "Settings" screen and'enter your title block information Title Wall B - 4 67' ret, 4' rail, slope Job# 01092 Dsgnr THS Description Page Date NOV 7,2006 This Walhn File i \dwg\01\1092\procUreports\retainmg wall Retain Pro 2005 ,1 December-2005 fc) 1989-2005 www retampro com/support for latest release Cantllevefed RetainmC] WallRegistrations RP 1151915 20050Q3 a Code CBC 2001 Footing Design Results Factored Pressure Mu' Upward Mu1 Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,602 136 19 117 343 7603 None Spec'd #4 @ 16 00 in None Spec'd Heel 151 psf Oft-# 0 ft-# 1,743ft-# 20 45 psi 76 03 psi Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel #4@ 17 25 in, #5@ 26 50 in, #6( Key Not req'd, Mu < S * Fr 37 75 in, #7@ 48 25 in, #8@ 48 25 in, #9@ 4 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment tern Ibs ft ft-# Heel Active Pressure = 1,1566 218 2,5233 foe Active Pressure = -305 042 -127 Surcharge Over Toe = Adjacent Footing Load = \dded Lateral Load = 20 0 9 42 1 88 4 ,oad @ Stem Above Soil = Total = 1,1461 OTM = 2,6990 Resisting/Overturning Ratio = 2 46 Vertical Loads used for Soil Pressure = 3,187 7 Ibs RESISTING Force Distance Ibs ft Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern = Soil Over Toe Surcharge Over Toe Stem Weight{s} Earth @ Stem Transitions _ Footing Weigh! _ Key Weight Vert Component _ 1,3239 1595 107 4563 112 1 3848 1625 5779 230 267 000 009 059 1 00 1 71 1 00 342 1 Moment ft-# 3,038 5 425 8 09 271 0 1125 6579 1625 1,9765 Vertical component of active pressure used for soil pressure Total =3,1877 Ibs RM =6,645 6 DESIGNER NOTES I I I I I I I I I I I I I I I I I I I 20 psf 11566# 16036psf 17038psf WALL I I I I I I I I I I I I I I I I I Fence 8 in Mas w/ #4 @ 32 in o/c Solid Grout, "\ // ^V> 12 tn Masw/#4@ 16 in o/c Solid Grout, #4@16in @ Heel Designer select allhonz remf See Appendix, WALL I I I I I I I I I I I I I I I I I I I To specify your own special title block here use the "Settings" screen and enter your title block information Title Wall C - 4 67' retain with 4' rail Job# 01092 Dsgnr ths Description Page Date NOV 7 2006 This Wall in File i \dwg\01\1092\prod\reports\retammg wall Retain Pro 2005 1-December-20C5 (c) 1989-2005 www retampro com/support for latest release Cantilevered Retaining Wall DesiqnRegistration* RP-1151915 20050D3 Code CBC 2001 Criteria | Soil Data , | Retained Height = 4 67 ft Ail°w Soil Bearing = 1,750 0 psf Wall hPinht ahnvp snil 4 00 ft Equivalent Fluid Pressure MethodWall height above soil 4 00 ft Hee| Ac{|ve Pressure = 3g n f/ft Slope Behind Wall = 0 00 1 Toe Active Pressure = 39 0 psf/ft Height of Soil over Toe = 6 00 in Passive Pressure = 411 0 psf/ft Water height over heel = 0 0 ft Soil Density = 126 00 pcf Footmg||Soil Friction = 0 390 Wind on Stem = 0 0 psf Soil height to ignore Vertical component of active for Passive Pressure = ° °° m lateral soil pressure options USED for Soil Pressure NOTUSED for Sliding Resistance USED for Overturning Resistance Surcharge Loads | Used To Resist Sliding & Overturning Surcharge Over Toe = 00 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 !bs Axial Load Eccentricity = 0 0 in *Design Summary | /Vail Stability Ratios Overturning = 2 55 OK Sliding = 1 64 OK Total Bearing Load = 1 ,976 Ibs resultant ecc = 514m Soil Pressure @ Toe = 1,387 psf OK Soil Pressure @ Heel = 48 psf OK Allowable = U50 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,527 psf ACI Factored @ Heel = 53 psf Footing Shear© Toe = 3 2 psi OK Footing Shear @ Heel = 10 1 pst OK Allowable = 76 0 psi lidmg Calcs (Vertical Component NOT Used) , Lateral Sliding Force = 5624 Ibs less 67 % Passive Force - - 214 2 Ibs less 100% Friction Force = - 706 9 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Building Code CBC 2001 Dead Load 1 200 Live Load 1 600 Earth, H s 1 600 Wmd.W 1300 Seismic, E 1 000 Footing Dimensions & Strengths | Toe Width - 017ft Heel Width - 2 58 Total Footing Width - 275 zootmg Thickness = 900m Key Width = 0 00 in Key Depth = 0 00 m <ey Distance from Toe = 017ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150 00 pcf Mm As% = , 00018 Cover® Top = 2 00 in @ Btm = 3 00 in Lateral Load Applied to Stem | ] Adjacent Footing Load | Lateral Load = 20 0 #/ft Height to Top = 917ft Height to Bottom = 8 17 ft Stem Construction | Top stem Design Height Above Ftc ft = 4 67 Wall Material Above "Ht" - Fence Thickness Rebar Size Rebar Spacing - Rebar Placed at - fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG m = frn psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor Equiv Solid Thick Masonry Block Type - Medium Weight f c psi = Fy psi = Adjacent Footing Load = 0 0 Ibs Footing Width = 0 00 ft Eccentricity = 0 00 m WalltoFtgCLDist = 000ft Footing Type Line Load at Back of Wail Poisson's Ratio = 0 300 2nd Stem OK 000 Masonry 800 # 4 1600 Edge 0922 4404 8346 9054 77 194 780 525 2000 600 1 500 20,000 Yes No 2578 1 000 760 I I I I I I I I I I I I I I I I I I I To specify your own special title block here, use the "Setttpgs" screen and enter your title block information Title Wall C - 4 67' retain with 4' rail Job* 01092 Dsgnr ths Description Paae Date NOV 7,2006 This Wall in File t \dwg\01\1092\prod\reports\retammg wall Retain Pro 2005 , "i-December-2 005 (c) 1989-2005 retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration* RP-1151915 2005003 Code CBC 2001 Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,527 83 12 71 321 7603 None Spec'd #4@ 1600m None Spec'd Heel 53 psf 0 ft-# 0 ft^ 1,335ft-# 10 11 psi 76 03 psi Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heei #4@ 17 25 in, #5@ 26 50 in, #6(j Key No key defined 37 75 in, #7© 48 25 in, #8@ 48 25 in, #9@ 4 Summary of Overturning & Resisting Forces & Moments tern Heel Active Pressure "oe Active Pressure Surcharge Over Toe Adjacent Footing Load ^idded Lateral Load _oad @ Stem Above Soil OVERTURNING Force Distance Moment Ibs ft ft-# 5728 1 81 1 0349 -305 042 -127 200 942 1884 Total = 5624 O T M = 1,2106 Resisting/Overturning Ratio = 255 Vertical Loads used for Soil Pressure - 1 ,975 8 Ibs Vertical component of active pressure used for sotl pressure • Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Footing Weight^ Key Weight Vert Component Total = Force Ibs 1,127 10 364 309 163 1,975 RESISTING Distancen 8 1 80 000 7 009 3 050 8 1 38 017 3 275 8 Ibs R M = 1 Moment ft-# 2,024 4 09 1833 4264 4496 3,084 7 DESIGNER NOTES 1 1 1 ™ Fence 1 1 1 8 in Mas w/ #4 (3> 1 6 in o/c * i I *// Solid Grout, V/V >> 1 I 6" X& 1 1 Designer select ^1 &d/n)1fi in i, i• j ff4{QJibin all honz remf @Heel See Appendix 1 ~*^/ / ^^v/ i 2' -« -^ ^ yy 'r > */ /.« / £ / Z , % /) 2 3/4" 2 r#qgl ^ V«t! iaS!J" Ti «•« i, , , , ™ fexg^l' 2'-7" 2'-9" WALL C 1 1 1 i J 4'-0" *y&^- ^ 4'-8" ^ _ 1 9 ' ^ ^4 bars ^fcb i i 4'-0" r !j 4'-8" F 1 . ^ ! i 8'-8" • r i ^ r U3) r I I I I I I I I I I I I I I I I I I I aopsf 018psf 572 84# 13872psf WALL C I I I I I I I I I I I I I I I I I I I Retaining Wall Training Homework Assignment use the "Settings" screen and enter your title block information Title Wall D - 4' retain w/2 67' screen Job* C1D92 Dsgnr ths Description Pap* Date NOV 7,2006 This Wai! in File i \dwg\01\1092\prod\reports\retaming wall' Retain Pro 2005 23 June-2006 (c) 1989-2006 www, retainpro com/support for latest release Registration*! RP-1151915 2005022 Cantilevered Retaining Wail Design Code CBC 2001 Criteria Retained Height = Wall height above sod = Slope Behind Wall Height of Soil over Toe = Water heign* over heel ~ Wind on Stern = Vertical comoonent or active 400ft 267ft 000 1 6 00 in 00ft 20 0 psf | | Soil Data Allow Soil Bearmc Equivalent Fluid Pressure Heel Active Pressure Toe Active Dressure Passive Pressure Soil Density Footing||Soil Friction Soil height to ignore for passive pressure 1 = 1,7500 psf Metnod 39 0 psf/ft 39 0 psf/ft - 4110 psf/ft = 12600Dcf = 0 390 0 00 in Footing Dimensions & Strengths | Toe Widtn = Heel Width Total Footing Width = Footing Thickness = Key Width Ke> Depth = Key Distance from Toe = fc = 2,000psi Fy = 083ft 1 67 250 9 00 in 000 in 0 00 in 083ft 60,000 psi lateral soil pressure options USED for Soil Pressure NOTUSED for Sliding Resistance USED for Overturning Resistance Mm As % = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads 1 Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sitding & Overturning Lateral Load Applied to Stem | Adjacent Footing Load | Lateral Load = 00 Height to Top = 0 00 height to Bottom = 0 00 Axial Load Applied to Stem { Axial Dead Load Axial Live Load Axial Load Eccentricity *Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc Son Pressure @ Toe Son Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel rooting Shear @ Toe Footing Shear @ Heel Allowable 0 0 Ibs 0 0 Ibs = 0 Dm 1 228 OK 1 61 OK 1 483 Ibs = 4 54 in 1,131 psf OK 55 psf OK 1,750 psf i han Allowable = 1,243 psf = 61 psf 102 psi OK 8 2 psi OK 76 0 DSI liding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 462 8 Ibs less 67 % Passive Force = - 214 2 Ibs less 100% Friction Force Added Force Req'd for 1 5 1 Stability oad Factor^ Building Code Dead Load Live Load Earth H Wind W Seismic, E 529 6 IDS 0 0 Ibs OK 0 0 Ibs OK CBC 2001 1 200 1 600 1 600 1 300 1 000 #/ft Adjacent Footing Load = 0 0 Ibs f Footing Width = 0 00 ft ft Eccentricity = 0 00 tn Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load at Back of Wail n Poisson's Ratio = 0 300 [ Stem Construction | Design Height Above Ftc ft ' Wall Material Above "Hi- Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB -r ;a/Fa Total Force @ Section Ibs Moment Actual ft-# Moment Allowable ft-£ Shear Actual psi Shear Allowable psi Wail Weight psf Rebar Depth 'd' in LAP SPLICE IF ABOVE in LAP SPLICE IF BELOW in HOOK EMBED INTO FTG m h/lasonrv Datafm psi Fs psi Solic Grouting Special Inspection Modular Ratio 'n1. Short Term Factor Equiv Solid Thick in Top Stem Stem OK 200 = Masonry 800 # 4 3200 - Eoge 0378 131 3 2298 6084 22 194 780 525 2000 2000 = 1,500 20,000 Yes No 2578 1 000 760 2nd Stern OK000 Masonry 800 it 4 1600 Eage 0773 3605 6997 9054 63 194 780 525 20 00 6 00 1,500 20000 Yes No 2578 1 000 760 Masonry Block Type = Medium Weigh1 Concrete Delta - - fc psi =y psi = = I I I I I I I I I I I I I I I I I I I Retaining Wall Training Homework Assignment use t,he "Settings" screen and enter your title block information Title Wall D - 4' retain w/2 67' screen Job£ 01092 Dsgnr ths Description Date Page NOV 7 2006 This Wall in File i \dwg\01\1092\prod\reports\retaining wall' Retain Pro 2005 23-June-2QQ6 (c) 1989-2006 www retainpro com/support for latest release Registration # RP-1151915 2005022 Cantilevered Retaining Wai! Design Code CBC 2001 Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing . Toe 1 243 543 105 437 1023 ' 7603 None Spec'd None Spec'd None Spec'd Hee! 61 psf 167 ft-£ 704 f!-# 538 fi-# 8 25 psi 76 03 psi Other Acceptable Sizes & Spacmgs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Summary of Overturning & Resisting Forces & Moments | OVERTURNING Force Distance tern Ibs ft ^el Active Dressure = 440 0 1 58 Foe Active Pressure = -30 5 L 0 42 RESISTING Moment Force Distance Moment ft-# Ibs ft ft-* 6966 Soil Over Heel = 50^2 200 1,0084 -"27 Slopeo Soil Over Hee' Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load (o> Stem Above Soil =533 3245 Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 4628 OTM = 1, = 228 1,4834 Ibs Vertical component of active pressure used for soil pressure Surcharge Over Heel Adjacent Footing Load Ajaal Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weigh! Key Weight Vert Component Total = = _ = = = = 525 5200 281 3 1254 000 042 1 17 1 25 0 83 250 21 9 6067 351 7 3136 1 483 4 Ibs R M =23022 DESIGNER NOTES I I I I I I I I I I I I I I I I 8 in Mas w/ M @ 32 in o/c Solid Grout in Mas w/fr4 @ 16 in o/c Solio Grout #0@0 in @Toe Designer select #0@0 in a|| honz re,nf @ Heel See Apoend.x O I I I I I I I I I I I I I I I I I I I 20 psr 462 B4# 1131 4psf I I I I I I I I I I I I I I I I I I I Retaining Wall Training Homework Assignment use {he "Settings" screen and enter your title block information Title Wall E Job£ 01092 Description 2 67' retain w'4' screen Dsanr ths Date Page NOV 72006 This Walt m File i \dwg\01\1022vprod\reports\retainmg wall Retain Pro 2005 23 June-2006 (c) 1983-2006 wv™ retainpro com'support for latest release Registration ft RP-1151915 2005022 Cantilevered Retaining Wall Design Code CBC 2001 Criteria | |Soil Data | Footing Dimensions & Retained Hetgnt = 2 67 ft Allow So11 Bearing = 1 750 0 psf Toe Width Wall hwnht ahnvp «ml 4 nn f* Equivalent Fluid Pressure Method Heel Width Slope Benmd Wall = 0 00 1 height of Soil over Toe = 6 00 in Water neight over heel = 0 0 ft Wind on Stern = 20 0 psf Vertical component of active lateral soil pressure options USED for Soil Pressure NOT USED for Sliding Resistance USED for Overturning Resistance Surcharge Loads | Surcharge Over Heel = Q o psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in *Design Summary | Wall Stability Ratios Overturning - 2 67 OK Sliding = 244 OK Total Bearing Load = 1,256 Ibs resultant ecc = 4 15 in Soil Pressure @ Toe = 919 psf OK Soil Pressure @ Heel = 85 psf OK Allowable = 1,750 psf Soil Pressure Less Than Allowable AC! Factored @ Toe = 1 ,046 psf ACl Factored @ Heel = 97 psf Footing Shear @ Toe = 8 2 psi OK Footing Shear @ Heel = 4 6 psi OK Allowable = 76 0 psi sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 277 6 Ibs less 67 % Passive Force = - 214 2 Ibs less 100% Friction Force = - 464 3 Ibs Added Force Reo'd = 0 0 tos OK ror 1 5 1 Stability = 0 0 IDE OK Building Oode CSC 2001 Dead Load 1 200 Live Load 1 600 Earth, H 1 600 Wind, W 1 300 Seismic, E 1 000 Heel Active Pressure = 39 0 psf/ft Total Footing Width Toe Active Pressure ~ 39 0 psf/ft Footing Thickness Passive Pressure = 41 10 psf/ft So,l Density = 12600pcf ^V ^1 K Key Depth =FootingilSoil Friction = 0 390 ^ D[^nce frQm TQ£ = Soil height to ignore for passive pressure 0 00 in fc ~ 2 °°° DSI FV -Footing Concrete Density - Mm As % ~ Cover @ Top = 2 00 in @ Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load ~ 0 0 #/ft Adjacent Footing Load = Height to Top = 0 00 ft Footing Width Height to Bottom = 0 00 ft Eccentricity Wall to Ftg CL Dist Footing Type at Back of Wall Poisson's Ratio = Stem Construction I Top Stem Design Height Above Ftc ft= 000 Wall Material Above "HI" = Masonry Thickness - 8 00 Rebar Size = #4 Rebar Spacing = 32 00 Rebar Placed at = Edge fb/FB A fa/Fa = 0816 Total Force @ Section Ibs = 214 1 Moment Actual ft-# = 4965 Moment Allowable = 608 4 Shear Actual psi = 36 Shear Allowable psi = 194 Wall Weight = 78 0 Rebar Depth 'd' in = 5 25 LAP SPLICE IF ABOVE in = 2000 LAP SPLICE IF BELOW m ~ HOOK EMBED INTO FTG m = 6 00 fm psi = 1,500 Fs psi = 20 000 Solid Grouting = Yes Special Inspection = ' No Modular Ratio 'n' = 25 78 Short Term Factor = 1 000 Equiv Solid Thick in = 7 60 Masonry Block Type = Medium Weight f c psi = Fy psi = Strengths | 083ft 1 67 250 9 00 in 0 00 in 0 00 in 0 83ft 60 000 psi 15000pci 00018 Btm = 3 00 in I 0 Olbs 0 00ft 0 00 in 000 ft Line Load 0 Oft 0 300 I I I I I I I I I I I I I I I I I I I Retaining Wall Training Homework Assignment use the "Settings" screen and enter your title block information Title Wai! E - 2 67' retain w/4' screen job* 01092 Dsgnr ths Description >ate NOV 7,2006 This Wall m File i \dwg\01\1D92\prod\reports\retaimng wall1 Retain Pro 2005 23-Juns-20061 (c) 1989-2006 www retainpro com/support for latest releaseRegistration # RP-1151915 2005022 CantMevered Retaining Wall Design Code CBC2001 Footing Design Results Factored pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reimorctng Heel Reinforcing Key Reiniorcing Toe 1,046 460 105 354 i 823 7603 None Spec'd None Spec'd None Spec'd Heel 97 psf 167 ft-* 471 ft-# 304 ft-# 4 56 ps; 76 03 psi Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * cr Key No key aefined Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment tern Ibs ft ft-* Heel Active Pressure = 2281 114 2600 Foe Active Pressure - 30 5 0 42 -12 7 surcharge Over Toe = ^d}acent Footing Load = ^dded Lateral Load = _oad @ Stem Above Soil = 80 0 5 42 433 6 Total = 277 6 O T M = 680 9 Resisting/Overturning Ratio ~ 267 Vertical Loads used for Soil Pressure = 1 255 6 Ibs Vertical component of active pressure used for soil pressure RESISTINGForce Distance Ibs ft Soil Over Heel Sloped Soil Over Hee' = Surcharge Over Heel = Adjacent Footing Load = Axial Deao Load on Stem = Soil Over Toe _ Surcharge Over Toe Stem Weights) Footing Weigh! Key Weight Vert Component _ Total = 3365 525 5203 281 3 650 1,255 6 200 000 042 1 17 1 25 083 250 Ibs R M = 1 Moment ft-* 673 1 21 9 6070 351 7 1626 1 8162 DESIGNER NOTES I I I I I I I I I I I I I I I I I I I 8 in Mas w/ #4 @ 32 in o/c Sohd Grout, #0@0 in @Toe'1 Designer select #0@° 'n all honz remf @heel SeeAopend.x WALL I I I I I I I I I I I I I I I I I I I 2Dpsf 277 61# 85217psf 919 12psf WALL £ I I I I I I I I I I I I I I I I I I I APPENDIX "B" Minimum Horizontal Steel CASSIA HEIGHTS Wall D Segment Stem Ftg key Combined Stem Stem Ftg key Combined Stem Ftg key Combined Stem Ftg key Combined Stem Ftg key Combined Width ft in 8" 9" 8" Footing 8" 12' 9" 12' Footing 8" 9" Footing 8" 9" Footing 8" 9" Footing Height ft tn 2' - 8" r - 9M 3" &Key 2' - 8" ' 2' - 0" 3' - 5", r_r &Key 4' - 8" 2' - 9" &Key 6' - 8" 2' - 6" &Key 6' - 8" 2' - 6" &Key Gross Area 256 sq in 189sq in 24 sq in 213 sq in 256 sq in 288 sq in 369 sq in 156 sq in 525 sq in 448 sq in 297 sq in Osqm 297 sq in 640 sq in 270 sq in Osqm 270 sq in 640 sq in 270 sq in Osq in 270 sq in As 0 0007bt 0 0020bt 0 0020bt 0 0020bt 0 OOoVbt 0 0007bt 0 0020bt 0 0020bt 0 0020bt 0 0007bt 0 0020bt 0 0020bt 0 0020bt 0 0007bt 0 0020bt 0 0020bt 0 0020bt 0 0007bt 0 0020bt 0 0020bt 0 0020bt (mm) 0 179 sq in 0 378 sq in 0 048 sq tn 0 426 sq in 0 179 sq in 0 202 sq in 0 738 sq in 0 312 sq in 1 050 sq in 0 314 sq in 0 594 sq in 0 000 sq in 0 594 sq in 0 448 sq in 0 540 sq in 0 000 sq in 0 540 sq in 0 448 sq in 0 540 sq in 0 000 sq in 0 540 sq in #3 bars 011 2 bars 4 bars 1 bars 4 bars 2 bars 2 bars 7 bars 3 bars 10 bars 3 bars 6 bars - 6 bars 5 bars 5 bars - 5 bars 5 bars 5 bars - 5 bars #4 bars 020 1 bars 2 bars 1 bars 3 bars 1 bars 2 bars 4 bars 2 bars 6 bars 2 bars 3 bars - 3 bars 3 bars 3 bars - 3 bars 3 bars 3 bars - 3 bars #5 bars 031 1 bars 2 bars 1 bars 2 bars 1"bars 1 bars 3 bars 2 bars 4 bars 2 bars 2 bars - 2 bars 2 bars 2 bars - 2 bars 2 bars 2 bars - 2 bars #6 bars 044 1 bars 1 bars 1 bars 1 bars 1 bars 1 bars 2 bars 1 bars 3 bars 1 bars 2 bars - 2 bars 2 bars 2 bars - 2 bars 2 bars 2 bars - 2 bars #7 bars 060 1 bars 1 bars 1 bars 1 bars 1 bars 1 bars 2 bars 1 bars 2 bars 1 bars 1 bars - 1 bars 1 bars 1 bars - 1 bars 1 bars 1 bars - 1 bars #8 bars 079 1 bars 1 bars 1 bars 1 bars 1 bars 1 bars 1 bars 1 bars 2 bars 1 bars 1 bars - 1 bars 1 bars 1 bars - 1 bars 1 bars 1 bars - 1 bars Masson Associates, tnc (760) 741-3570 1 of 1 11/27/2006 5153ARemfSteelxls I I I I I I I I I I I I I I I I I I I 12' v^ < X,./''1 A ^4 « . TYPICAL FOOTING STEP DETAIL NTS I I I I I I I I I I I I I I I I I I I PCC FOOTING COLD JOINT OR PREMOLDED FILLER <A <r 2"x4" KEY OR 12" LONG '#4 DOWELS & 12" OC TYPICAL FOOTING JOINT AT WALL EXPANSION/CONTROL JOINTS NTS I i I I I I I I I I I I I I I I I I I START VERTICAL REINFORCEMENT EACH SIDE OF CONTROL JOINT STOP HORIZONTAL REINFORCEMENT AT CONTROL JOINT MASONRY "BLOCK CAULKING AS REQUIRED < TYPICAL EXPANSION/CONTROL JOINT NTS I I I I I I I I I I I I I I I I I I I 4" D1A. PERFORATED SCHEDULE 40 PVC PIPE DRAIN 9 1% MIN TO DAYLIGHT GRANULAR, NON-EXPANSIVE COMPACTED BACKFILL TO 90% MAX DRY DENSITY MIRAF! 140N FILTER FABRIC OR EQUIVALENT 3/4--1 1/2" CRUSHED GRAVEL BACKFILL AND DRAINAGE DETAIL NTS 4 SP!t ft TESTjNQ, INC PHONE (619) 280-4321 TOLL FREE (877)215-4321 FAX (619) 280-4717 San Diego Office PO Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street * San Diego, CA 92120 www scst com PHONE (760)775-5983 TOLL FREE (877)215-4321 FAX (760)775-8362 Indio Office 83-740 Citrus Avenue i 'Suite G IndiQ, CA 92201-3438 www scst com SCS&T No. 0511279 Report No. 9R December 18, 2006i iv Ms. Laura Barlow Affirmed Housing Group - 200 East Washington Avenue, Suite 208 Escondido, California 92025 ^- Subject ADDITIONALRETAINING WALL PARAMETERS CASSIA HEIGHTS APARTMENTS -CARLSBAD, CALIFORNIA< ' \ References 1 "As Graded Geotechmcal Report, Cassia Heights^Apartments, 2029 Cassia i Road, Carlsbad, California", prepared by Southern California Soil and Testing, . * ' Inc , dated October 30, 2006 (SCS&T No 0511279-8) i v 2 "Report of Preliminary Geotechnical Investigation, 2 63 Acre Site, West Side ' > of EfCammo Real at Cassia Road, Carlsbad, California", prepared by Vinje and 1 Middleton Engineering, Inc , dated April 14, 2002 , / Dear Ms Barlow ,-, In accordance with a request from Mason & Associates, Southern California Soil and Testing, Inc has prepared this report to provide additional retaining wall design recommendations for the s'ubject report v * i *• i It is our opinion that the recommendations contained in the referenced report are still applicable An equivalent fluid pressure of 54 pounds per cubic foot may be assumed for 2 1 (horizontal to vertical) sloping conditions The anticipated foundation soils consist of compacted fill or compact jiative soil Therefore, no additional site preparation is considered necessary ^ i Should you have any questions regarding this document or if we may be of further service, please contact our office at your convenience v Very truly SOUTH Dam Vice DBAkv A SOIL & TESTING, INC. (5) Addressee . ' * (1) Allgire'Construction . (1) Mason & Associates, Attn Traci Santucci 1 1 Preliminary Geotechnical Investigation 2.63 Acre Parcel East Side of El Camino Real at Cassia Road Carlsbad, La Costa August 14, 2002 Prepared For: AFFIRMED HOUSING GROUP Attention . Mr. James Silverwood 200 East Washington Avenue, Suite 208 Escondido, California 92025 Prepared By: VJNJE & MIDDL.ETON ENGINEERING, INC. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 Job#02-292-P 1VTNJE & MIDDLETON ENQINEERINQ, INC. Job #02~292-P August 14, 2002 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 1 ] Affirmed Housing Group Attention Mr James Silverwood 200 East Washington Avenue, Suite 208 Escondido, California 92025 i i JB PRELIMINARY GEOTECHNICAL INVESTIGATION, 2.63 ACRE PARCEL, EAST SIDE OF EL-CAIVilNO REAL AT CASSIA ROAD, CARLSBAD, LA COSTA Pursuant to your request, Vmje and Middleton Engineering, Inc , has completed the Preliminary Geotechnica! Investigation Report for the above-referenced project site The following report summarizes the results of our research and review of pertinent geotechnical maps and reports, subsurface field investigation and soil sampling, laboratory testing, engineering analyzes and provides conclusions and geotechnical construction recommendations for the proposed development as understood From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed multi-unit residential dwelling project and the associated improvements, provided the recommendations presented in this report are incorporated into the design and reconstruction of the project The conclusions and recommendations provided in this study are consistent with the site geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of the construction costs If you have any questions or need clarification, please do not hesitate to contact this office Reference to our Job #02-292-P will help to expedite our response to your inquiries We appreciate this opportunity to be of service to you VINJE & MIDDLETON ENGINEERING, INC. Dennis Middieton CEG #980 DM/jt CERTIFIED ENGINEERING I TABLE OF CONTENTS 1 - PAGE NO. 1 I. INTRODUCTION 1 J II. SITE DESCRIPTION :. . 1 ' ' III. SITE INVESTIGATION 1 ~] IV. PROPOSED DEVELOPMENT - 2 « V. GEOTECHNICAL CONDITIONS 2 A. Earth Materials - 2 1 . B. Geologic Structure - Slope Stability 3 C. Groundwater 3 D. Faults / Seismicity 3 ] VI. GEOTECHNICAL HAZARDS 5 1 VII. LABORATORY TESTING / RESULTS 6 . VIII. CONCLUSIONS 1<T » IX. RECOMMENDATIONS 11 "S A. Grading and Earthworks 11 4* B. Foundations and Interior Floor Slabs 16 C. Exterior Concrete Slabs / Flatworks 17 ] D. Soil Design Parameters 18 E. Asphalt and PCC Pavement Design 19 . F. General Recommendations 21 ' X. LIMITATIONS '... 23 l-m TABLE NO. i J Fault Zone 1 Site Specific Seismic Parameters 2 S Soil Type 3 Maximum Dry Density and Optimum Moisture Content 4 In-place Dry Density and Moisture Content 5 1 Expansion Index Test 6 Direct Shear Test 7 I Grain Size analysis 8 J Ph and Resistivity Test 9 ' Sulfate Test 10, * I R-value Test 11 -* Removals and Over-excavations 12 Asphalt and PCC Pavement Design 13 1 Years to Perforation of Steel Culverts 14 "| PLATE NO. 3 Regional Index Map 1 Site Plan 2 Boring^Logs and Trench Logs (with key) 3.7 I - Fault - Epicenter Map 8 Isolation Joints and Re-entrant Corner Reinforcement 9 Retaining Wall Drain Detail 10i I 1 3 I PRELIMINARY GEOTECHNICAL INVESTIGATION 2.63 ACRE PARCEL EAST SIDE OF EL CAMINO REAL AT CASSIA ROAD CARLSBAD, LA COSTA I. INTRODUCTION The property investigated in this work is a nearly level parcel presently occupied by a greenhouse building and floral nursery operation The property and its location are shown on a Regional Index Map included with this report as Plate 1 We understand that the property is proposed for redevelopment and the support of a multiple-unit residential dwelling project Consequently, this investigation was conducted to determine geologic and soils conditions beneath the site and their influence upon the planned development Test hole digging, soil sampling and testing were among the activities conducted in connection with this study which resulted in geotechnical construction and development recommendations presented berem ' . II. SITE DESCRIPTION The project site and surrounding terrain is depicted on a Site Plan enclosed with this report as Plate 2 The plan depicts site conditions in 1 975 before construction of the greenhouse building which presently occupies approximately 90% of the site Remaining unoccupied areas include a paved parking and travelway surface along the front adjacent to El Cammo Real, and a dirt roadway along the north side of the building A septic leach field system is present along the north perimeter. Inside the structure, surface grades remain level and are covered with plants, irrigation systems and paved floor areas Natural terrain descends to the east' from the eastern limits of the property Slope gradients are irregular and approach 2 1 (horizontal to vertical) at their steepest III. SITE INVESTIGATION -^ Geotechnical conditions at the project site were determined from a review of available geotechnical data and from geologic mapping of natural exposures directly east of the property Specific subsurface data was generated from the excavation of 3 test trenches dug with a tractor-mounted backhoe, and 5 test borings advanced with a hand-operated power drill Trench and boring locations were dictated by existing structures which limited access to many site locations All of the excavations were logged by our project geologist who also retained representative soil samples for laboratory testing Trench and boring locations are shown on Pate 2 Logs of the excavations are enclosed with this report as Plates 3 - 7. Laboratory test results are summarized in a following section VINJE & MIDDLETON ENGINEERING, JNC 2450 Vineyard Avenue, #102, Escondtdo, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 QEOTECHNICAL 1NVESTIQATIONS QR ADI NO SUPERVISION PERCTES77MJ ENVIRONMENTAL INVESTIGATIONS 1 1 1 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2 E. SIDE OF EL GAMING REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 IV. PROPOSED DEVELOPMENT Details of the planned site development are unknown However, we understand that the property will support a residential development consisting of 3 multi-unit dwelling units and a common building with associated internal drive lanes and parking improvements. Minor grade alterations are anticipated over existing levels in order to achieve final design grades Major graded slopes are not expected in connection with the planned construction Building details are unknown However, the use of conventional wood-frame buildings with exterior stucco supported on shallow stiff continuous strip and spread pad concrete footings with slab-on-grade floor foundations, is anticipated. V. GEOTECHNICAL CONDITIONS The project site is a nearly level terrain mantled by a thin cover of fill soil originally placed to construct the existing surfaces Existing nursery improvements cover most of the site A. Earth Materials The project site is underlain by a section of fill which were placed over much of the site in connection with its present development Indicated fill depths range from less than 1-foot to an estimated maximum depth of 4 feet deep in the northeast portion of the property Project fill soils consist of light-colored sandy soils m a loose condition Sedimentary formational units underlie site fills at shallow depths beneath the property These are natural Terrace Deposits which consist of light colored sandstone units that are widely exposed throughout the area in upper ridge terrain Noted exposures are fine to coarse grained and occur in a highly weathered condition near the surface becoming increasingly dense and moderately to well cemented with depth Upper exposures along the north perimeter are impacted by the nearby sewage system and occur in a saturated condition - A thin mantle of clayey topsoi! also locally occurs atop the project Terrace Deposits which are typically undifferentiated from site fill soils Based on our field observations, project terrace sandstone deposits are non- expansive to very low expansive, while upper f/ll/topso/J materials range from very low to locally medium expansive VINJE^MIDDLETON ENGINEERING, INC 2450 Vmejard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743 1214 * Fax (760) 739-0343 tJEOTECHNJCAL INVESTIGATIONS QRADINQ SUPERVISION PERCTESTINQ ENVIRONMENTAL INVESTIGATIONS II i i i i PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 3 E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 Details of project earth materials are given on the enclosed Logs, Plates 3-7 Engineering properties are further defined in a following section B. Geologic Structure - Slope Stability Geologic structural conditions within underlying Terrace Deposit units at the project were noted within test trench exposures and from geologic mapping of nearby hillside terrain to the east Noted exposures exhibit poorly developed structure that includes nearly flat-lying bedding along sandstone interbeds and some cross- bedding chiefly along dark mineral seams The project site is a level parcel bound only along the east side by descending slope terrain characterized by badland topography Significant erosion in these off-' site areas is apparent However, landsliding or other forms of mass wasting are not in evidence in the noted exposures Local Terrace Deposits and underlying bedrock materials are flat-lying sandstone units which characteristically perform well with regard to gross stability and are expected to remain stable C. Groundwater Subsurface water was not encountered in project test excavations and is not expected to impact the project site The property occupies the highest terrain in the vicinity and does not receive natural run-off from adjacent areas Upper Terrace Deposit sands along the north perimeter of the property are extensively wet from the nearby septic system D. Faults / Seismicitv Faults or significant shear zones are not indicated on or near proximity to the ' project site As with most areas of California, the San Diego region lies within a seismically active zone, however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east During a 40-year period ' (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3 7, nor did any of the earthquakes generate more than modest ground shaking or significant damages Most of the recorded events occurred along various off-shore faults which characteristically generate modest earthquakes VINJE^MIDDLETONENQ/NEERINQ./NC 2450 Vineyard Avenue, #102, Escondulo, California 92029 1229 • Phone (760) 743-1214 • Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 1 PRELIMINARY GEOTECHNICAL INVESTIGATION E. SIDE OF EL CAM1NO REAL AT CASSIA ROAD, CARLSBAD PAGE 4 AUGUST 14, 2002 Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 8 miles from the project area This event, which is thought to have occurred along an off-shore fault, reached an estimated magnitude of 6 5 with estimated bedrock acceleration values of 0 139g at the project site The following list represents the most significant faults which commonly impact the region Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQ FAULT VERSION 3 0 UPDATE) typically associated with the fault is also tabulated TABLE 1 frl-'*?*- it**ft*0pfc*£!* J^AftfSi&k. i~p .^Maximum-Rrobable£gV fi^.HT ^I'i^^i^-^nitsf.-fS'ffFi^s^1--^^ Elsinore fault 23 5 miles OQ94g San Jacinto fault 46 4 miles 0069g Coronado Bank fault 21 /miles 0137g Newport-Inglewood fault 9 6 miles 0125g Rose Canyon 6 2 miles . 0 165g j The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map included with this report as Plate 8 More recently, the number of seismic events which affect the region appears to have heightened somewhat Nearly 40 earthquakes of magnitude 3 5 or higher have been recorded in coastal regions between January, 1984 and August, 1986 Most of the earthquakes are thought to have been generated along off-shore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas A notable exception to this pattern was recorded on July 13, 1986 An earthquake of magnitude 5 3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people The quake occurred along an off-shore fault located nearly 30 miles southwest of Oceanside V[NJE6rMIDDLETONEN<JJNEERINC. INC 2450 Vineyard Avenue, tI02, Esamdido, California 92029-1229 • PKone (760) 743-1214 • Fax (760) 739-0343 (/EOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 1 PRELIMINARY GEOTECHNICAL INVESTIGATION E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD PAGE 5 AUGUST 14, 2002 HI I A series of notable events shook County areas with a (maximum) magnitude 7 4 shock in the early morning of June 28, 1992 These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north Locally high levels of ground shaking over an extended period of time resulted, however, significant damages to local structures were not reported The increase in earthquake frequency in the region remains a subject of speculation among geologists, however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity More active faults (listed on the preceding page) are considered most likely to impact the region during the lifetime of the project The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site Ground separation as a result of seismic activity is not expected at the property For design purposes, site specific seismic parameters were determined as part of this investigation in accordance with the Uniform Building Code The follow/ng parameters are consistent with the indicated project seismic environment and may be utilized for project design work TABLE 2 Sc 04 1 0 1 0 0 40 0 56 0 560 CSK According to Chapter 16, Division IV of the 1997 Uniform Building Code 0112 VI. GEQTECHNICAL HAZARDS Geotechnical hazards are not indicated at the project site Off-site slope terrain to the east occurs in a stable condition, and graded cut embankments are not anticipated in connection with the proposed site development VINJE ff M/DDLETON EMjINEERJNQ, INC 2450 Vineyard Ave-nut, #102, Escondido, California 92029-1229 • Phone (760) 743 1214 • For (760) 739 0343 GEQTECHNICAL INVESTIGATIONS QRAD1NQ SUPERVISION PERC TESTINQ ENVIRONMENTAL INVESTIGATIONS PRELIMINARY GEOTECHN1CAL INVESTIGATION E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD PAGE 6 AUGUST 14, 2002 •j 3 The most significant regional geologic hazard are those associated with ground shaking resulting from earthquake activity along distant active faults Moderate to locally high levels of ground shaking are expected at the project site during its lifetime as a result of seismic activity Associated hazards such as liquefaction or ground lurching and seismicaily induced settlements are not expected at the project site Flood hazards are also not indicated at the property VIL I ABQRATQRY TESTING / RESULTS Earth deposits encountered in our exploratory test trenches and borings were closely examined and sampled for laboratory testing Based upon our test excavation data, and field exposures, site soils have been grouped into the following soil types TABLE 3I I I SliiHplf 1 2 3 4 5 « ^£Mlfcu<!^^^^ brown to red-brown silly to clayey sand (fill/topsoil) dark brown clayey sand (topsoil) gray to brown sandy clay to clayey sand (fill/topsoil) tan to red-brown clayey fine to coarse sandstone (Terrace Deposits) tan, red-brown to dark gray fine sandstone (Terrace Deposits) The following tests were conducted in support of this investigation 1. Maximum Drv Density and Optimum Moisture Content: The maximum dry density and opfjmum moisture content of SoiJ Types 3 and 4 were determined in accordance with ASTM D-1557 The test results are presented in Table 4 TABLE 4 t'S Soil, e-3 © r 1305 100 B-5 @ 21/2l 1278 98 VINJE & MIDDLETON ENQWEERINQ, /NC 2450 Vineyard Auenut, #102, Escondido, Cabfrnua 92029-1229 • Phone (760) 743-1214 ' Fax (760) 739-0343 (JEOTECHNICAL 1NVEST1QATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 1 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 7 E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 i 2. In-place Dry Density and Moisture Content: In-place dry density and moisture contents of representative soil deposits beneath the site were determined from relatively undisturbed ring and chunk samples using weights and measurements and water displacement test methods, respectively The test results are presented in Table 5 and tabulated on the enclosed Test Trench Logs TABLE 5 1 I &$v" '^$f %$ 3^i ^fSS^Sul«:^"S r^iL&bitiofem e-1 @ r B-z@r , B-3@11/Z' B-4 @ 2' ' B-4 @ 2Yz B-5@1' B-5 @ 2Y2 T-1 @ r/V T-1 @ 3' T-2 @ 31 T-3 @ 4' pir^^'SN&^Ew£sbii^;< ™*A^^wType-5 1 1 3 4 4 3 4 L. 4 5 5 5 $££3fc&33i$iMField^fPW'iY** * v*ra*£*a*|.^l\floisture^|i IT Content^) ta?!-^r>i'M/ii7f^lif ^iiB-'ttilsSb^j^ 58 11 3 11 9 89 107 124 107 56 84 167 183 few^nfe 1067 1149 ,1195 1101 1041 1158 1005 1094 1081 1067 1009 ji|Mi^D-7S'MDensitiTrJi «{5rn-pcf)'g .. _ 1305 1278 1278 1305 1278 1278 _ - - "^& iUaHi$f?4^«' * j,v^ n«.iv- ta ™f !Ki ®S'1^S'* WS **1 JP*1^'1** -• vT xSvP3 yS*P '"3P ^J ^ce;0rya ^a^^rt *J /js-fe4 "^'*S23^-W^^N™^ DO) j§f _ _ 91 6 86 1 81 4 887 786 856 _ „ - 'Designated as relative compaction for structural fills Required relative compaction for structural fill is 90% or greater j \.- Expansion Index Test: One expansion index test was performed on a representative sample of Soil Type 3 in accordance with the Uniform Building Code Standard 18-2 The test result is presented in Table 6 V/NJE tf MIDDLETONENQINEERINQ, INC, 2450 Vineyard Auenuc, #J02, Eicondulo, Califrmia 92029-1229 - Phone (760) 743-1214 • Fax (760) 739 0343 QEOTECHNICAL INVESTIGATIONS QRADINQ SUPERVISION PERC TESTING ENVIRONMENTAL. INVESTIGATIONS 1 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 8 E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 3 i i TABLE 6 B-3@r "' .£i*> (4U'SoH 85 499 M/ft^-j^-^B-i^sr-*'i'Siiurafed** 154 (co) = moisture content in percent 4, Direct Shear Test: Two direct shear tests were performed on representative samples of Soil Types 3 and 4 The prepared specimens were soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undramed condition The test results are presented in Table 7 TABLE 7 <^> < *v.U*-•nV, , ~'^ j••• *i-i *• ' 3,*i •r Sample, B-3@ V B-5 @ 2Y2 *i»*>? remolded to 90% of Yd @ % coopt remolded to 90% of Yd @ % toopt 1293 1264 30 32 fi 284 130 5. Grain Size Analysis: Gram size analysis was performed on a representative sample of Soil Type 5 The test'result is presented in Table 8. TABLE 8 Sieve Size list Location Soil Type Percent Passing ioq;: VINJE <ST MIDDLETON ENtJINEERINQ, INC 2450 Vmeyara Awenue, #102, Eicondido, Cali/brma 92029-1229 • PJwrte f?60J 743-1214 • Fax (760) 739-0343 CEOTECHNlCAL IKVEST1QATIONS QRADINO SUPERV/SION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 1 PRELIMINARY GEOTECHNICAL INVESTIGATION E. SIDE OF EL GAMING REAL AT CASSIA ROAD, CARLSBAD PAGE 9 AUGUST 14, 2002 6. Ph and Resistivity Test: Ph and resistivity of representative samples of Soil Types 1 and 5 collected at selected locations were determined using " Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test 643 The test results are presented in Table 9 TABLE 9 1064 616 B-2 @ 4'1176 6 18 7. Sulfate Test: Two sulfate tests were performed on representative samples of Soil Types 1 and 5 in accordance with the California Test 417 The test results are presented in Table 10 TABLE 10 8. R-Value Test: One R-value test was performed on a representative sample of Soil Type 3 in accordance with the California Test 301 The test result is presented in Table 11 j B-3@V TABLE 11 gray-brown sandy ctay to clayey sand VINJE6TMIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760J 743-1214 * Fat (760) 739-0343 QEOTECHNICAL INVESTIQATIONS P£RC TESTING •1 1 1 i j PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 10 E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 VIM. CONCLUSIONS Based upon the foregoing investigation, development of the project site substantially as proposed, is feasible from a geotechnical viewpoint The site is underlain by dense and stable Terrace Deposits which are mantled by a thin section of loose to soft sandy to clayey fill/topsoils and weathered soft sandstone units Existing slope instability is not in evidence at the site, nor are new graded cut embankments anticipated Geotechnical factors presented below are unique to the project site and will influence grading procedures and associated development costs * Nearby off-site natural terrain and underlying Terrace Deposit sandstone units are geologically stable Landslide or other forms of geologic instability are not indicated at the site * Removal and recompaciion of the site surface loose to soft fills/topsojls and upper highly weathered exposures of the underlying Terrace Deposits will be necessary in order to construct a stable ground for the support of the proposed structures and improvements Added removals of cut ground will also be necessary in the case of cut/fill pads which expose .natural Terrace Deposits so that uniform soil conditions are created throughout the improvement surfaces Excavation difficulties or special grading problems are not anticipated * Presence of a leach field sewage disposal system was indicated by impacted subsoils afong the northern perimeter of the property The sewage disposal system should be properly removed and disposed of from the site- Impacted soils are in saturated and loose condition and should also be exported from the site or may be appropriately aerated and used under the project paving improvement areas, as approved in field by the project geotechnicaf consultant * Site soils are predominantly sandy non-expansive to very low expansive deposits which work well in compacted fills Some clay bearing soils locally occur within the upper fill/topsoils deposits which should be mixed with on-site non-expansive sandy soils or selectively buried in deeper fills. Based upon the anticipated grading scheme and recommendations given herein, finish grade soils are expected to consist of clayey silty sand (SM) with very !ow expansion potential (El less than 21) Actual classification and expansion characteristic of finished grade soil mix can only be provided in the final as-graded compaction report based on appropriate testing VINJE<?MIPDLETON ENGINEERING, INC 2450 Vineyard Avenue, #102, Eiamdwio, California 92029-1229 • Phone (760) 743*1214 • Fax (760) 739-0343 QEOTECHNICAL INVESTIGATIONS QRADINQ SUPERVISION PEKC TESTINQ ENVIRONMENTAL INVESTIGATIONS i - ' PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 11 E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 i i Final foundation and slab subgrade soiis should be tested at the completion of pad construction and remedial grading to confirm expansion characteristics of bearing soils which will govern final foundations and slab design * Groundwater was not encountered within the exploratory excavations completed at the site at the time of our investigation Based on the available subsurface data, groundwater condition is not expected to create grading/trenching difficulties or impact future stability of the developed site «l * Construction of major graded cut and fill slopes are not anticipated in connection J * with the site development Stability of graded slopes will not be a factor in the future performance of the developed site | ' * Adequate site surface drainage control is a critical factor in the future stability of the developed property 1 3 * Liquefaction and seismically induced settlements will not be a factor in the development of the proposed structures and improvements I * Post construction total and differential settlements are not expected to be a factor in the development of the project site, provided our remedial grading and foundation recommendations are implemented during the construction phase of the projecti * Soil collapse will not be a factor in development of the study site, provided our recommendations for site development are followed IX. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project site and should be reflected in final plans and implemented during the construction phase Added or modified recommendations may also be appropriate and can be provided at the plan review phase when final grading and building plans are available and finish grade elevations are established A. Grading and Earthworks t Much of the project site is directly underlain by a relatively shallow mantle of loose to soft surface soils Remedial grading of these deposits and the highly weathered soft upper exposures of underlying Terrace Deposits, will be required as specified v VINJE & MIDDLETON ENGINEERING. INC 2450 Vineyard Avenue, #102, Ejtonaulo, California 92029-1229 • Phone (760) 743-1214 * fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS QRADINQ SUPERVISION PERC TEJTINQ ENVIRONMENTAL INVESTIQATIONS ' PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 12 E. SIDE OF EL GAMING REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 i below All grading and earthworks should be completed in accordance with the *| Appendix Chapter 33 of the Uniform Building Code, City of Carlsbad Grading ^ Ordinances, the Standard Specifications for Public Works Construction and the requirements of the following sections - - 1. Clearing and Grubbing: Existing vegetation, deleterious materials and debris should be removed from all areas to receive new fills, structures, and j improvements plus 10 feet minimum, unless otherwise approved in the field All trash and construction debris generated from the demolitions of the existing ™ nursery operation should be properly disposed of from the site Ground 1 preparations should be inspected and approved by the project geotechnical - engineer or his designated field representative prior to grading 1 'All existing underground structures, leach lines, septic tanks, and utility improvements should also be potholed, identified and marked prior to the 1 initiation of the actual grading works Abandoned septic tanks and leach lines should be properly removed and deposed of in accordance with the County of San Diego and City of Carlsbad standards Sewage effluent contaminated soils may also be removed and exported from the site All existing underground utilities and facilities to be removed, relocated or remain in-place should be depicted on the approved civil drawings In the event there is a conflict between depth/locations of existing underground improvements/utilities and the recommended depths of over- excavations, this office should be notified to provide further recommendations 2. Removals and Over-excavations: The most effective soil improvement method to mitigate site loose to soft compressible surface soils and highly weathered upper Terrace Deposit units, will utilize removal and recompaction remedial grading techniques. Site existing surface soils and upper highly weathered exposures of Terrace Deposits should be removed to the underlying competent unweathered Terrace Deposit units in all areas to receive new fills, structures and improvements plus 10 feet minimum, or as directed in the field by the project geotechnical consultant, and recompacted Removal depths will vary throughout the site Minimum removal depths in the vicinity of individual test trench and boring sites are shown in Table 12 i VINJE & MIDDLETON ENQINEERINq, INC 2450 Vmeyard Auenuc, «102, Escondulo, CaU/omia 92029-1229 • Pkone (760J 743-1214 • Fa* (760) 739-0343 QEOTECHNICAL INVESTIGATIONS GRADINQ SUPERVISION ' PERCTESTINQ ENVIRONMENT.*!. INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION E. SIDE OF EL CAMINQ REAL AT CASSIA ROAD, CARLSBAD PAGE 13 AUGUST 14, 2002 TABLE 12 1 ] I I I I Trench or Bonng, , ikpcatipiy B-1 B-2 B-3 B-4 B-5 T-1 T-2' T-3 l" ' -' ^ Total/ iDeptri ' ' :'(«):•£ 6/2' 4V41 21/3' r/i 2W 4' 5K* 51/2' ', l Estimated • DeptH of Over- j excavationi : : ,/ki ":I")' ,;.-, 41 3' 2/2' 3' 31 31 ' 41/2' 4%' ' - rt, '^stunated, { -beplri of ' " > ' « -• * i , . - f ,Groundwater ., :, -'-(ft V- not encountered not encountered not encountered not encountered not encountered not encountered , not encountered not encountered ' l1 * ' i ".V, •' 'J- ^ - . ,- Cbhmhients' " _"^ '"'' 'A ?- '' " ' '' r" '" ' depth of undercut may govern saturated soils, leach field areas saturated soils, leach field areas Notes 1 All depths are measured from the existing ground levels 2 Actual depths may vary at the time of construction based on seasonal conditions and actual subsurface exposures 3 Bottom of all removals should be additionally prepared, ripped and recompacted to a minimum depth of 1-foot as directed in the field 4 in the parking, drive lanes and driveway improvement areas removals will consist of depths to competent Terrace Deposits, or 1 -foot below the deepest utility trench, or 3 feet but not less than 1-foot minimum as directed in the field 5 Exploratory trenches excavated in connection with our study at the indicated locations were backfilled with loose and uncompacted deposits The loose/uncompacted backfill soils within these trenches shall also be re-excavated and placed back as properly compacted fills as a part of the project grading operations 3. Cut-Fill Transition: Ground transition from cut exposed Terrace Deposit , surfaces to placed fill ground should not be permitted underneath the proposed structures and improvements Transition areas will require special treatment "The cut portion of the transition ground plus 10 feet should be undercut to a sufficient depth to provide for a minimum of 3 feet of compacted fill mat below rough finish grades, or at least 12 inches of compacted fill beneath the deepest footing, whichever is more in the travel lanes, driveway, parking and on-grade slabs / improvement transition areas there should be a minimum of 1-foot of compacted soils below rough finish subgrade VIR/EtfMIDDLETON ENQINEER/N<7, INC 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 QEOTECHNICAL INVESTIGATIONS QRAOINC SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 1 I I I PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 14 E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 4. Fill Materials and Compaction: Soils generated from the on-site removals will predominantly consist of sandy materials Some clay bearing soils generated from site existing fill/topsoil excavations are also expected which may be exported from the site, mixed with an abundance of on-site available good quality sandy soils, or selectively buried a minimum of 3 feet below rough finish pad grades Wet to saturated sewage effluent contaminated soil encountered along the northern perimeter of the property may also be exported from the site or adequately aerated, mixed, conditioned to acceptable materials and placed as ' compacted fills in the paving improvement areas as approved in the field Fill/backfill materials shall consist of clean deposits _ Trash, vegetation, deleterious matter and construction debris shall not be allowed in compacted fills All trash debris and unsuitable materials shall be selectively separated from the site fills to the satisfaction of the project geotechnical engineer, or contaminated soils may be exported from the site Removed asphalt and PCC * ' cuttings should be disposed of from the site, or may be ground up to smaller than 1% inches maximum size and used as a base/subbase layer in the new improvement areas as approved in the field by the project geotechnical engineer or his designated representative Uniform bearing soil conditions should be constructed at the site by the grading operations Site soils should be adequately processed, throughly mixed, moisture conditioned to near optimum moisture levels, placed in thin uniform horizontal lifts and mechanically compacted to a minimum of 90% of the corresponding laboratory maximum dry density per the ASTM D-1557, unless otherwise specified 5. Soil Shrinkage and Import Soils: Based upon our analyzes, on-site existing fills/topsoil and highly weathered upper Terrace Deposits may be expected to shrink approximately 5% to 15% on a volume basis when compacted to at least 90% of the corresponding maximum density 3 Import soil, if required to complete grading/backfilling, should be non-expansive sandy granular deposits (expansion index less than 21 unless otherwise specified) tested and approved by the project geotechnical engineer prior to , delivery to the site VINJE & MIDDLETON ENQJNEERINQ, INC 2450 Vmeyard Avenue, #102, Escondtdo, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 CEOTECHNICAL INVESTIGATIONS Q RAD INQ SUPERVISION PERC TESTINQ ENVIRONMENTAL INVESTIGATIONS I. 1 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 15 E. SIDE OF EL CAMINQ REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 6. Drainage/Erosion Control: A critical element to the continued stability of the graded building pads is adequate surface drainage This can most effectively be achieved by installation of appropriate drainage facilities Building pad surface run-off should be collected in approved drainage facilities and directed away from the building and improvements onto selected locations in a controlled manner Area drains should be installed 7. Engineering Inspections- All grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final as-graded compaction report The nature of finished foundation bearing and subgrade soils should also be confirmed in the final compaction report at the completion of grading at each building site Geotechnical engineering inspections shall include, but not limited to the following * Bottom of over-excavation inspection - After the natural ground or bottom of over-excavation is exposed and prepared to receive fill/backfill, but before fill/backfill is placed * Excavation inspection - After the excavation is started, but before the vertical depth of excavation is more than 5 feet Safety requirements enforced by the governing agencies for open excavations apply * Fill/backfill inspection - After the fill/backfill placement is started, but before the vertical height of fill/backfill exceeds 2 feet There should be a minimum of one test for each 2 feet vertical gain within every 100 linear feet of ' fill/backfill Finish rough grades and final pad grade tests shall be required regardless of fill thickness * Foundation trench inspection - After the foundation trench excavations, but before steel placement * Foundation bearing/slab subgrade soils inspection - Within 72 hours prior to the placement of concrete for proper moisture and specified compaction fevels * Geotechnical foundation/slab steel inspection - After the steel placement is completed, but 24 hours before the scheduled concrete pour VINJE <ST MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, #102, Esconduio, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 QEOTECHNICAL INVESTIGATIONS QRADINQ SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 1 I 1 PRELIMINARY GEOTECHNICAL INVESTIGATION J PAGE 16 E SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 * Subdrain/wall back drain inspection - After the trench excavations, but during the actual placement All material shall conform to the project material specifications and approved by the project geotechnical engineer * Underground/utility trench inspection - After the trench excavations, but . before placement of pipe bedding or installation of the underground facilities Safety requirements enforced by governing agencies for open excavations apply inspection of the pipe bedding may also be required by the project soils engineer * Underground utility/plumbing trench backfill inspection - After the backfill placement is started above the pipe zone, but before the vertical height of backfill exceeds 2 feet Testing of the backfill within the pipe zone may also * be required by the governing agencies Pipe bedding and backfill materials- shall conform to the governing agencies requirements and project soils report, if applicable All trench backfills shall be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified Plumbing trenches over 12 inches deep maximum under the interior floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels Flooding or jetting techniques as a means of compaction method shall not be allowed * Pavement/improvements subgrade and basegrade inspections - Within 72 hours prior to the placement of concrete, or asphalt for proper moisture and specified compaction levels B. Foundations and Interior Floor Slabs The following preliminary recommendations are consistent with very low expansive (El less than 21) clayey silty sand (SM) foundation bearing soil Final foundation and slab design will depend on expansion characteristics of finish grade soils All recommendations should be confirmed and/or revised as necessary in the rough grading compaction report based on-site as-graded gee-technical conditions and actual testing of the foundation bearing soil materials Additional specific recommendations may also be necessary and should be given at the time of the plan review phase when detailed grading and structural/architectural drawings are available 1 Continuous bearing wall foundations should be sized 15 inches wide and 18 inches deep for single and two-story structures Isolated pad footings should VINJE # MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, #102, Esconduio, California 92029-1229 • Phone (760) 743-1214 • Feu. (760) 739 0343 QEOTECHN1CALINVE5T1QATIONS QBAD1NQ SUPERVISION ' PERC TESTING ENVIRONMENTAL INVESTIGATIONS I PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 17 E. SIDE OF EL GAMING REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 be at least 24 inches square and 12 inches deep Footing depths are ( measured from the lowest adjacent ground surface, not including the sand/gravel beneath floor slabs Exterior continuous footings should enclose the entire building perimeter 2 Continuous interior and exterior foundations should be reinforced by at least 4- #4 reinforcing bars Place a minimum of 2-#4 bars 3 inches above the bottom of the footing, and a minimum of 2-#4 bars 3 inches below the top of the footing Reinforcement details for spread pad footings should be provided by the project architect/structural engineer 3 All interior slabs should be a minimum of 4 inches in thickness, reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed mid-height in the slab Slabs should be underlain by 4 inches of clean sand (SE 30 or ' greater) which is provided with a 6-mil plastic moisture barrier placed mid-height 1 m the sand In the case of good quality sandy subgrade soils, as approved by the project geotechnical engineer, the G-mil plastic moisture barrier may be laid directly over the slab subgrade and covered with a minimum of 2 inches of I clean sand (SE 30 or greater). 4 Provide "soft-cut" contraction/control joints consisting of sawcuts spaced 10 feet • on center maximum each way for all interior slabs Cut as soon as the slab will f • * support the weight of the saw, and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint location 3 or 150 psi to 800 psi The sawcuts should be a minimum of 1-inch in depth but not to exceed 1%-mches Anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling Avoid wheeled equipments 1 across cuts for at least 24 hoursJ 5 Provide re-entrant corner reinforcement for all interior slabs Re-entrant J corners will depend on slab geometry and/or interior column locations The enclosed Plate 9 may be used'as a general guideline 1 6 Foundation trenches and slab subgrade soils should be inspected and tested j • for proper moisture and specified compaction levels, and approved by the project geotechnica! consultant within 72 hours prior to the placement of j concrete VINJE & MIDDLETON ENGINEERING, INC 2450Vineyard Avenue, #102, Escondtdo, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 QEQTECHN1CAL INVESTIGATIONS QRAD1NQ SUPERVISION _ PERC TESTING ENVIRONMENTAL INVESTIGATIONS I. 1 1 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 18 E. SIDE OF EL GAMING REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 C. Exterior Concrete Slabs / Flatworks 1 All exterior slabs (walkways, and patios) should be a minimum of 4 inches in thickness reinforced with 6x6/10x10 welded wire mesh carefully placed at mid- height in the slab 2 Provide "tool Joint" or "soft-cut" contraction/control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi Tool or softcuts should be a minimum of 1-inch but should not exceed 114-mches deep maximum In case of softcut joints,, anti- ravel skid plates should be used and replaced with each blade to avoid spalling and raveling Avoid wheeled equipments across cuts for at least 24 hours 3 All exterior slab designs should be confirmed in the final as-graded compaction report 4 Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant within 72 hours prior to the placement of concrete D. Soil Design Parameters • The following preliminary soil design parameters are based on the tested representative samples of on-site earth deposits All parameters should be re- evaluated when the characteristics of the final as-graded soils have been specifically determined * Design wet density of soil = 126 4 pcf t' * Design angle of internal friction of soil = 32 degrees / * Design active soil pressure for retaining structures = 39 pcf (EFP), level backfill, cantilever, unrestrained walls * Design at-rest soil pressure for retaining structures = 59 pcf (EFP), non- yielding, restrained walls * Design passive soil pressure for retaining structures = 411 pcf (EFP), level surface at the toe * Design coefficient of friction for concrete on soils = 0 39 *, Net allowable foundation pressure for on-site compacted fills (minimum 15 inches wide by 18 inches deep footings) = 1750 psf VINJE # MIDDLETON ENQINEER/NC, /NC 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 GEOTECHNICAL INVEST1QATIONS CRAPING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 3 I I PRELIMINARY GEOTECHNICAL INVESTIGATION ' PAGE 19 E. SIDE OF EL GAMING REAL AT CASSIA ROAD, CARLSBAD AUGUST 14. 2002 * Allowable lateral bearing pressure (all structures except retaining walls) for on- site compacted fill = 150 psf/ft Notes' * Use a minimum safety factor of 1 5 for wall over-turning and sliding stability However, because large movements must take place before maximum passive resistance can be developed, a safety factor of 2 may be considered for sliding stability where sensitive structures and improvements are planned near or on top of retaining walls * When combining passive pressure and fnctional resistance, the passive component should be reduced by one-third * The net allowable foundation pressures provided herein were determined for footings having a minimum width of 15 inches and a minimum depth of 18 inches The indicated value may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 3500 psf, if needed The allowable foundation pressure provided herein also applies to dead plus live loads and may be increased by one-third for wind and seismic loading * The allowable lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1500 pounds per square foot E. Asphalt and PCG Pavement Design The following pavement section designs are based on a subgrade R-value of 16 and assumed traffic Index (Tl) for the proposed parking stalls and drive lane improvements and may be considered for cost estimating purposes only A minimum pavement structural section of 3-inch asphalt (AC) over 6-inch Caltrans Class 2 aggregate base (AB) for asphalt pavings, and 5 inches PCC over compacted subgrade for concrete pavings, are considered 1 Asphalt pavement structural sections for the indicated design Tl are tabulated in Table 13 VINJE ff MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, #102, Escondido, California $2029-1229 • Phone (760) 743-1214 • Fax (760) 739 0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERCTEST1NG ENVIRONMENTAL INVESTIGATIONS .1 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 20 E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 TABLE 13 1 3 1 ; rr i l *'','* 1 In Design1' R-Value v 16 1* ,-u / • .,> ij't - M "' *t f 1 Minimum^.' V* Street , i u^Sectiqns1 3"AC/6"AB • j^K**. L 'i- . ,T1 =74 5 &? ~r r" [Barking '^^i ;,- ^Stalls), 1 AC 3" AB T ' i — i — ~ — ~"-; — ; ; — ll n '• »YJ ^,5.0 J ' i "'(Dnyrf|nesj'x -'1J-Li grit Traffic / AC 3" AB 8" = ""? v-TT"; TI = 6.0"1 -' ' '^Drive'Liahes^,, ^Heayy Traffic, AC 3" AB 12" -*, t r.,i, — ~ 1 U"T|, s; 7 0 IT, i " ' (Ifife/Truck . " - j1 Uanesj - AC 4" AB 13" 1 I • Final pavement design should be established based on actual R-value testing of the final subgrade soil mixture performed at the completion of rough grading Actual design will also depend on the design TI and approval of the City of Carlsbad Aggregate base materials should be compacted to a minimum of 95% of the corresponding maximum dry density (ASTM D-1557) Subgrade soils beneath the asphalt roadway, drive lanes, parking and driveways should also be compacted to a minimum of 95% of the corresponding maximum dry density within the upper 12 inches Residential PCC driveways and parking supported on non-expansive to very low expansive (El less than 21) granular subgrade soils should be a minimum of 5 inches in thickness, reinforced with #3 reinforcing bars at 18 inches on center each way, placed mid-height in the slab. Subgrade soils beneath the PCC driveways and parking should be compacted to a minimum of 90% of the corresponding maximum dry density Provide "tool Joint" or "soft-cut" contraction/control joints spaced 10 feet on center (not to exceed 15 feet maximum) each way Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi Tool or softcuts should be a minimum of 1-inch but should not exceed 1 ^-inches deep maximum. In case of softcut joints, anti- ravel skid plates should be used and replaced with each blade to avoid spalling and raveling Avoid wheeled equipments across cuts for at least 24 hours Subgrade and basegrade soils should be tested for proper moisture and the ' specified compaction levels, and approved by the project geotechnical consultant within 72 hours prior to the placement of the base or asphalt/PCC finish surface " WNJE & MIDDLETON ENQINEERINQ, INC 2450 Vineyard Avenue, #102, Esctmdido, California 92029 1229 • Phane (760) 743-1214 • Fax (760) 739-0343 QEOTECHNICAL INVESTIQATIONS QRAD1NQ SUPERVISION PEKC TESTING ENVIRONMENTAL INVESTIGATIONS I. 3 1 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 21 E-jSUDEE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 4 Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters Driveway approaches within the public right-of-way should have 12 inches subgrade compacted to a minimum of 95% compaction levels and provided with a 95% compacted Class 2 base section per the structural section design Provide 6 inches of Class 2 base under curb and gutters and 4 inches of Class 2 base (or 6 inches of Class III) under sidewalks Base layer under curb and gutters should be compacted to a minimum of 95%, while subgrade soils under curb and gutters, and base and subgrade under sidewalks should be compacted to a minimum of 90% compaction levels Base section may not be required under curb and gutters, and sidewalks in the case of non-expansive ' k subgrade soils (expansion index less than 21) Appropriate recommendations should be given in the final as-graded compaction report F. General Recommendations 1 The minimum foundation design and steel reinforcement provided herein are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerations. All recommendations should be further • confirmed by the project architect/structural engineer 2 Adequate staking and grading control is a critical factor in properly completing 3 the recommended remedial and site grading operations Grading control and staking should be provided by the project grading contractor or surveyor/civil engineer, and is beyond the geotechnica! engineering services Inadequate \ staking and/or lack of grading control may result in unnecessary additional J , grading which will increase construction costs J 3 Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third " of the slope height, whichever is greater (need not exceed 40 feet maximum) I between the bottom edge of the footing and face of slope This requirement '* applies to all improvements and structures including fences, posts, pools, spas, etc Concrete and AC improvements should be provided with a thickened edge I to satisfy this requirement 4 Expansive clayey soils should not be used for backfilling of any retaining 1 structure AH retaining walls should be provided with a 1 1 wedge of granular, ( VfNJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, #102, Etcandido, Caltfornta 92029-1229 • Phone (760) 743-1214 • Fox (760) 739 0343 -J QEOTECHNICAL INVESTIGATIONS QRADINQ SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 1 PRELIMINARY GEOTECHNICAL INVESTIGATION E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD PAGE 22 AUGUST 14, 2002 3 compacted backfill measured from the base of_the wall footing to the finished surface Retaining wails should be provided with a back drainage in general accordance with the enclosed Plate 10 All underground utility and plumbing trenches should be mechanically compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified Care should be taken not to crush the utilities or pipes during the compaction of the soil Non-expansive, granular backfill soils should be used Site drainage over the finished pad1 surfaces should flow away from structures on to the- street in a positive manner Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns Roof lines of the buildings should be provided with roof gutters Roof water should be collected and directed away from the buildings and structures to a suitable location Considerations should be given to adequately damp-proof/waterproof the basement walls/foundations, and provide the planter areas adjacent to the foundations with an impermeable liner and a subdrainage system 4 Final plans should reflect preliminary recommendations given in this report. Final foundations and grading plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein More specific recommendations may be necessary and should be given when final grading and architectural/structural drawings are available Based upon the results of the tested soil sample, the amount of watersoluble sulfate (SO4)— in the soil was found to be 0 007 and 0 008 percent by weight which is considered negligible according to the California Building Code Table No 19-A-4 Portland cement Type I or Type II may be used The following are appropriate based on the Ph-Resistivity test results TABLE 14 Years to Perforation of Stee! Culverts VINJE & MIDDLETON ENQINEERINtj, INC 2450 Vineyard Avenue., #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 GEOTECHNICAJL INVESTIGATIONS GHADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS I 1 I PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 23 E. SIDE OF EL CAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 10 All foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils Foundation and .slab reinforcements should also be inspected and approved by the project- geotechnical consultant 11 The amount of shrinkage and related cracks that occurs in the concrete slab- on-grades, flatworks and driveways depend on many factors, the most important of which is the amount of water in the concrete mix The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix To keep shrinkage to a minimum the following should be considered * Use the stiffest mix that can be handled and consolidated satisfactorily * Use the largest maximum size of aggregate that is practical For example, concrete made with %-inch maximum size aggregate usually requires about , 40 Ibs more (nearly 5 gal) water per cubic yard than concrete with 1-inch aggregate * Cure the concrete as long as practical I ' The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, « craftsmanship, and control tests where appropriate and applicable are provided 12( A preconstruction meeting between representatives of this office, the property i- owner or planner, the grading contractor/builder and the city inspector is J recommended in order to discuss grading/construction details associated with site development I X. LIMITATIONS ! The conclusions and recommendations provided herein have been based on available data obtained from pertinent reports and plans, subsurface exploratory excavations as well ' as our experience with the soils and formational materials located in the general area The j materials encountered on the project site and utilized in our laboratory testing are believed ] representative of the total area, however, earth materials may vary in characteristics between excavations i \ V/NJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, #J02, Escondida, California 92029 1229 • Phone (760) 743-1214 • Fax (760) 739-0343 tfEOTECHNICAL 1NVESTIQATIONS QRADMQ SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS I , PRELIMINARY GEOTECHNICAL INVESTIGATION , PAGE 24 E. SIDE OF EL GAMINO REAL AT CASSIA ROAD, CARLSBAD AUGUST 14, 2002 i) Of necessity we must assume a certain degree of continuity between exploratory "1 excavations and/or natural exposures it is necessary, therefore, that all observations, -* conclusions, and recommendations be verified during the grading operation In the event discrepancies are noted, we should be contacted immediately so that an inspection can 1 be made and additional recommendations issued if required i The recommendations made in this report are applicable to the site at the time this report ~j was prepared It is the responsibility of the owner/developer to ensure that these *-* recommendations are carried out m the field I • It is almost impossible to predict with certainty the future performance of a property The future behavior of the site is also dependent on numerous unpredictable variables, such . as earthquakes, rainfall, and on-site drainage patterns * - ' Thefirm'ofVINJE&MIDDLETON ENGINEERING, INC , shall not be held responsible for — changes to the physical conditions of the property such as addition of fill soils, added cut j • slopes, or changing drainage patterns which occur without our inspection or controlH _ The property owner(s) should be aware that the development of cracks in ail concrete 1 surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process These features depend chiefly upon the condition of • t concrete and weather conditions at the time of construction and do not reflect detrimental I ( ground movement Hairline stucco cracks will often develop at window/door corners, and floor surface cracks up to Ve-mch wide in 20 feet may develop as a result of normal I concrete shrinkage (according to the American Concrete Institute) This report should be considered valid for a period of one year and is subject to review by j ' 'our firm following that time If significant modifications are made to your tentative j development plan, especially with respect to the height and location of cut and fill slopes, th;s report must be presented to us for review and possible revision i ' , § Vinje & Middleton Engineering, Inc , warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the ! engineering profession No other warranty or representation, either expressed or implied, is included or intended | Once again, should any questions arise concerning this report, please do not hesitate to j contact this office Reference to our Job #02-292-P will help to expedite our response to your inquiries VINJE & MIDDLETON ENQINEERING, INC 2450 Vineyard Anemic, #102, Eiamdido, California 92029 1229 - Phone (760) 743 1214 • Fax (760) 739-0343 GeOTECHNlCAL INVESTIGATIONS QRADINQ SUPERVISION PERC TESTING ' ENVIRONMENTAL INVESTIQAT10NS i i i i PRELIMINARY GEOTECHNICAL INVESTIGATION E. SIDE OF EL CAMINQ REAL AT CASSIA ROAD, CARLSBAD PAGE 25 AUGUST 14, 2002 We appreciate this opportunity to be of service to you VINJE & MIDDLETON ENGINEERING, INC. Dennis Middleton CEG #980 . •y/ oO CEG980 A I CERTIFIED ] * ENGINEERING Mehdi S Shanat CE #46174 Steven J Melzer ^_J RG#6953 DM/SMSS/SJM/jt Distribution. Addressee (5) C \jt\prelims 02\02-292-P V/NJE & MIDDLETON ENfjINEERlNQ, INC 2450 Vmeyard Avenue, #102, Escondulo, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 QEOTECHNICAL JNVEST1 CATIONS GRAD/NQ SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS TOPOI map pmted on 00/01/02 from "SanDrego tpo' and "UntJtied tpg" 117 28333" W 117 26667" W WGS84 117 25000" W REGIONAL INDEX MAP i'v~" / v > '\ k"l' &/'S?" -i '/'S ' -> '\ />V 3VC r >?''J \" -^.\w^-. /. . -& •\j.y'•'^^-f, J,,=,iiiXMr;l&Mr~Hl^gBW^ «J.\^ -" '/"-'" '"'-'"- >'' JJ&frOO^f ^"^ ' \ Vi!l'''%^' i\O-?''"rV-rt/YC - - - ~- - - " , .-J ' VJ.V ^#* >b'r • .*•*.. PLATE REAL, CARLSBAD, CALIF PRIMARY DIVISIONS GROUP SYMBOL SECONDARY DIVISIONS ,n cc o 2 H °O < °* w 5 o O Li. 2 Lu U O Z N ccO LUCOIT< OO < f- W I rr ai18s O5 GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO 4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) GW Weil graded gravels, gravel-sand mixtures, little or no fines GP Poorly graded gravels or gravel-sand mixtures, little or no fines GRAVEL WITH FINES GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines GC Clayey gravels, gravel-sand-clay mixtures, plastic fines CLEAN SANDS (LESS THAN 5% FINES) sw Well graded sands, gravelly sands, little or no fines SP Poorly graded sands or gravelly sands, little or no fines SANDS WITH FINES Silly sands, sand-silt mixtures, non-plastic fines SC Clayey sands, sand-clay mixtures, plastic fines CO O CO Q UJ CCo UJ j?LL LU fft*uj co X CO CO Z CO O< - o X J CM f- - «Ml CC Or£uJ2O & z SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silly clays, lean clays OL Organic silts and organic silty clays of low plasticity SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts CH Inorganic clays of high plasticity, fat clays OH p Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS PT Peat and other highly organic soils GRAIN/SIZES U S STANDARD SERIES SIEVE 200 40 10 CLEAR SQUARE SIEVE OPENINGS 3/4" 3" 12" SILTS AND CLAYS SAND FINE MEDIUM COARSE GRAVEL FINE COARSE COBBLES BOULDERS RELATIVE DENSITY CONSISTENCY SANDS, GRAVELS AND NON-PLASTIC SILTS VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE BLOWS/FOOT 0- 4 4- 10 10 30 30- 50 OVER 50 CLAYS AND PLASTIC SILTS VERY SOFT SOFT FIRM STIFF VERY STIFF HARD STRENGTH 0 Y» % V, Vt • 1 1 - 2 2-4 OVER 4 BLOWS/FOOT 0- 2 2 4 4-8 8 - 16 16-32 OVER 32 1 Blow count, 140 pound hammer falling 30 inches on 2 inch O D split spoon sampler (ASTM D-1586) 2 Unconfmed compressive strength per SOILTEST pocket penetrometer CL-700 Standard Penetration Test (SPT) (ASTM D-1586) with blow counts per 6 inches Mi I 24CSand Cone Test & Bulk Sample | 6 I | Chunk Sample O Driven Rings II 246 = California Sampler with blow counts per 6 inches VINJE & IVjIODLETON ENGINEERING, INC. 2450 Vineyard Ave., #102 Es-condido, CA 92029-1229 KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D-2487) PROJECT NO KEY BORING LOG R-1 DEPTH FT - 0 - - - 5 - -10- -15- SAMPLE om Description FILL: Silty to clayey sand Red-brown color Moist Loose ST-1 TOPSOIL: Clayey sand Fine to medium grained Dark ' brown color Moist Loose ST-2 TERRACE DEPOSIT: Sandstone Fine to coarse grained Tan color Clayey to trace of clay Weathered Friable Poorly to moderately cemented ST-4 End Boring at 61/£' No caving No groundwater USGS SYMBOL SM/SC SC sw I MOISTURE ('/-) 58 DRY DENSITY (PCFJ 1067 RELATIVE COMPACTION (%) - - - • BORING .LOG R-2 DEPTH FT - 0 - *" - :b: -10- -15-' SAMPLE • o • Description FILL /TOPSOIL: Silty to clayey sand Fine to medium grained Dark brown color Moist Loose ST-1 TERRACE DEPOSIT Sandstone Fine grained Trace of clay Tan color Weathered Friable Moist Upper contact marked by gravel and pebbles Drilling slows at 4' - moderately cemented ST*5' End Boring at 41/2' No caving No groundwater USGS SYMBOL SM/SC J SP I MOISTURE (%} 11 3 PROJECT: " AFFIRMED HOUSING GROUP Projec Drill, S t No: 02 -292-P Date Drilled: 7-31-02 Logged By: SJM ample Method: 4" Power Rotary Auger DRY DENSITY ,(PCF) 1149 ' RELATIVE COMPACTION (%) - • BdftBample' •:Ring, Sample O .SPTSa'mple j| mteterTcfble V PUtittE 3 VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 * , - "BORING'LOG .8-3' DEPTH FT - 0 - _ _ _ - 5 - - - - -10- - ~i _ -15- - SAMPLE • 0 \1 I1 Description FILL/TOPSOfL Silty to clayey sand Brown color Moist ST-1 Sandy clay to clayey sand Gray to brown color Rust colored staining Very moist Dense to stiff Low plastic 1 - 'ST-3 1 TERRACE DEPOSIT: Sandstone Clayey Fine to coarse grained 1 Tan color Moist Weathered Friable Poorly 1 to moderately cemented ST-4 • End Boring at 2Yz No caving No groundwater USGS SYMBOL SM/SC 1 CL7SC J SW ' 1 MOISTURE (%) 11 9 / - DRY DENSITY (PCF) 1195 RELATIVE COMPACTION . (%} 91 6 B0RINGLQ& BJ4, DEPTH FT - 0 - , - - 5 - -10- -15- SAMPLE • O I •0 • i \ Description FILL/TOPSOIL: Silty to clayey sand Fine to medium grained Moist Loose (8" thick ) ST-1 Sandy clay to clayey sand Gray to brown color Rust colored staining Very moist Low plastic Medium dense to medium stiff ST-3 TERRACE DEPOSIT. Sandstone Fine to coarse grained Trace of clay Moist Highly weathered, and loose in upper exposures Friable Poorly to moderately cemented ST--4 End Bonng at 21/2' No caving No groundwater USGS SYMBOL SM/SC CL/SC SW MOISTURE <*) 89 }° 7 PROJECT: AFFIRMED HOUSING GROUP Projec Drill, S t No; 02-292-P Date Drilled: 7-31-02 Logged By: SJM ample Method: 4" Power Rotary Auger DRY DENSITY (PCF) 1101 " " 104 1 RELATIVE COMPACTION (%) 861 314 " 'SASairjpie • Ring Sample ^Q SpTBairple 1 Water Table < T| Bpsjtg 4 VINJE & WIIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 if DEPTH FT - 0 - ~ - 5 - - -10- -15- SAMPLE •OH ^ ' \m o ' BORING LOG B-5 Description > FILL/TOPSOIL: Silty to clayey sand Brown color Moist ' Loose (8" thick) ST-1 Sandy clay to clayey sand Gray to brown color Moist Medium dense to medium stiff Becomes more sandy at depth ST-3 TERRACE DEPOSIT. Sandstone Clayey Fine to coarse grained Tan color Moist Highly weathered, and very loose in Upper exposures Friable Poorly to moderately cemented ST-4 End Bonng at ZW No caving No groundwater uses SYMBOL SM/SC CUSC SW I MOISTURE (%) 124 /107 DRY DENSITY (PCF) 1158 1005 1 RELATIVE COMPACTION (%) 887 786 1 BORfNgpSG DEPTH FT - 0 - - 5 - -10- -15- , SAMPLE ' Description • uses SYMBOL f MOISTURE CA) ' PROJECT: AFFIRMED HOUSING GROUP Projec Drill, S t No: 02-292-P Date Drilled. 7-31-02 Logged By: SJM ample Method: 4" Power Rotary Auger DRY DENSITY (PCF) ' RELATIVE COMPACTION (*) - Buljl^ajjnplB/ "'B Ring Sample C3P •spt s^mpi^ t Water Table W ' ~ ! PL&TE 5 I J VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 1 I 1 I Date: 8-7-02 ^ Logged by: SJM DEPTH (ft) - 1 - - 2 - 4... - 5 - - 6 - - 7 - • SAMPLE Q« v U"A| T-1 DESCRIPTION FILL" Mix of sand overlying mulch TERRACE DEPOSIT: Sandstone Fine to coarse grained Red-brown color Trace of clay Moist Poorly cemented Weathered Friable Scattered cobbles ST-4 Sandstone Fine grained Red-brown color Trace of clay Poorly developed cross-bedding Poorly to moderately cemented Highly weathered in upper exposures, firm and competent below Friable Scattered cobbles Some dark colored iron staining ST-5 End Test Trench at 4' No caving No groundwater uses SYMBOL - sw SP I FIELD MOISTURE (%) 6 84 - FIELD DRY DENSITY IPCf) 1094 1081- • RELATIVE " COMPACTION <%) 856 - Date: 8-7-02 DEPTH (ft) - 1 - - 2 - - 3 - 4 - - 5 - - 6 - - 7 - SAMPLE \ Q \ Logged by: SJM T-2 DESCRIPTION TERRACE DEPOSIT: Sandstone Fine to coarse grained Red-brown color Highly weathered Friable Trace of clay ST-4 Sandstone Stained dark gray due to nearby leach field Very moist to saturated Foul odor Loose Fine grained Trace of clay From 5', color changes to red-brown Moderately cemented Dense r ST-5 End Test Trench at 5Yz No caving No groundwater VINJE & MIDDLETON ENGINEERING, INC i 2450 Vineyard Avenue, Suite 102 Escondido, California 92029-1229 Office 760-743-1214 Fax 760-739-0343 * uses SYMBOL SW / SP' / FIELD MOISTURE {*) 167 FIELD DRY DENSITY (pcf) 1067 RELATIVE COMPACTION (%) - AFFIRMED HOUSING GROUP PROJECT NO. 02-292 PLATE 6 T Sand Cone Test • Bulk Sample Q Chunk Sample O Driven Rings j J ] 1 Date: 8-7-02 Logged by: SJM DEPTH - 1 - - 2 - - - 3 - _ - 4 - _ - 5 - - 6 - _ - 7 - _ SAMPLE \ • Q V \ T-3 DESCRIPTION Thin asphalt covering - ± 1" TERRACE DEPOSIT- Sandstone Fine grained Stained dark gray from nearby leach field Foul odor Moist to saturated Very loose From 5\ color changes to red-brown Moderately cemented Poorly developed cross-bedding Slightly micaceous Dense ST-5 End Test Trench at 5%' No caving No groundwater uses SYMBOL ; SP / FIELD MOISTURE (/•} - 183 FIELD DRY DENSITY {pel) 1009 RELATIVE COMPACTION (/,) - ~ Date:Logged by: DEPTH (ft) SAMPLE DESCRIPTION uses » SYMBOL FIELD MOISTURE (*) FIELD DRY DENSITY (per) RELATIVE COMPACTION J - 1 - - 2 -. - 3 - - 4 - - 5 - - 6 - - 7 - V1NJE & M1DDLETON ENGINEERING, INC 2450 Vineyard Avenue, Suite 102 Escondido, California 92029-1229 Office 760-743-1214 Fax 760-739-0343 AFFIRMED HOUSING GROUP PROJECT NO 02-292 PLATE 7 T Sand Cone Test Bulk Sample Q Chunk Sample O Driven Rings *V\ ^ N ^ V -«N\ 0 , ' \:,*•. \ =\ s^ ( / • -Aeo>-«^u"~-;?;yr^~r^x j 2z023S©^A4^#" ^oF 30 20 10 . 0 30 MILES J FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) This Map data is compiled from various sources including the California Division of Mines and Geology, California Institute of Technology, and the National Oceanic and Atmospheric Administration. This Map is reproduced from the California Division of Mines and Geology,"Earthquake Epicenter Map of California; Map Sheet 39 " arthquake Magnitude • - 4.0 TO 4.9 f, M S'.O TO 5.9 .- '.,• 6.0 TO 69 — 7.0 TO 7.9 Fault PROJECT: Job #02-292-P AFFIRMED HOUSING GROi PLATE:8 ISQI ATIQN JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale CONTRACTION JOINTS RE-ENTRANT CORNER REINFORCEMENT NO 4 BARS PLACED 1 5 BELOW TOP OF SLAB RE-ENTRANT CORNER CRACK NOTES: 1 Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b) If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in {c)may occur (reference ACI) 2 In order to control cracking at the re-entrant corners (±270° corners), provide reinforcement as shown in (c) 3 Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors VINJE & MIDDLETON ENGINEERING, INC. PLATE 9 RETAINING WALL DRAIN DETAIL Typical - no scale drainage Granular, non-expansive backfill Compaded Waterproofing Perforated dram pipe Fitter Material Crushed rock (wrapped in filler fabric) or Class 2 Permeable Material (see specifications below) Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: 1 Prqvide granular, non-expansive backfill soil in 1 1 gradient wedge behind wall Compact backfill to minimum 90% of laboratory standard 2 Provide back drainage for wall to prevent build-up of hydrostatic pressures Use drainage openings along base of wall or back dram system as outlined below 3 Backdram should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down Dram to suitable outlet at minimum 1 % Provide W -1H" crushed gravel filter wrapped tn filter fabric (Mirafi 140N or equivalent) Delete filter fabnc wrap if Caltrans Class 2 permeable material is used Compact Class 2 material to minimum 90% of laboratory standard .4 Seal back of wall with waterproofing in accordance with architect's specifications 5 Provide positive drainage to disallow ponding of water above wall Lined drainage ditch to minimum 2% flow away from wall is recommended * Use 11/a cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used VINJE & MIDDLETON ENGINEERING, INC. PLATE 10 License Detail Page 1 of 2 License Detail Contractor License # 543946 CALIFORNIA CONTRACTORS STATE LICEN DISCLAIMER A license status check provides information taken from the CSLB license data base Before on this information, you should be aware of the following limitations • CSLB complaint disclosure is restricted by law (B&P 7124 6) If this entity is subject tc complaint disclosure, a link for complaint disclosure will appear below Click on the hn button to obtain complaint and/or legal action information • Per B_&E_7P7.U1. on|y construction related civil judgments reported to the CSLB are disclosed • Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration • Due to workload, there may be relevant information that has not yet been entered ont Board's license data base *** Extract Date 01/12/2007 Business Information * * * ALLGIRE GENERAL CONTRACTORS INC 5055 AVENIDA ENCINAS SUITE 200 CARLSBAD, CA 92008 , Business Phone Number (760) 431-2999 Entity Corporation Issue Date 10/08/1988 Expire Date 10/31/2008 *** License Status *** This license is current and active All information below should be reviewed. * * * Classifications * * * GENERAL BUILDING CONTRACTOR * * * Bonding Information * * * CONTRACTOR'S BOND: This license filed Contractor's Bond number 1033361 in the arr $12,500 with the bonding company http //www2 cslb ca gov/CSLB_LIBRARY/License+Detail asp 01/12/2007 License Detail Page 2 of 2 SURETY COMPANY OF THE PACIFIC. Effective Date 01/01/2007 * CQntractorls_Bonding History BOND OF QUALIFYING INDIVIDUAL(I): The Responsible Managing Officer (RMO) RIC WAYNE ALLGIRE certified that he/she owns 10 percent or more of the voting stock/equifr corporation A bond of qualifying individual is not required j • Effective Date 04/24/1989 * * * Workers Compensation Information * * * This license has workers compensation insurance with the ZiNITHlNSURANCE COMPANY Policy Number C040097111 Effective Date 07/01/2006 Expire Date 07/01/2007 Workers Compensation History - Personnel listed on this license (current or disassociated) are listed on other licei Personnel List! !Other-Licenses • License Number Request • Contractor Name Request H Personnel Name Request | Salesperson Request • Salesperson Name Request 2006 Slate of California C_ojidrtions of Use Privacy Policy http //www2 cslb ca gov/CSLB_LIBRARY/License+Detail asp 01/12/2007