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Home My WebLink About2245 HIGHLAND DR; ; CB043217; Permit10-CH-2004 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB043217 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2245 HIGHLAND DRCBAD RETAIN 1560512400 Lot# $49,600 00 Construction Type DUNN RESIDENCE 3,100 SF RETAINING WALL W/CALCS 0 NEW Applicant LIPSKA GARY 1843 CAMPESINO PLACE OCEANSIDE 92054 760 439-2802 Owner DUNN JIM Status Applied Entered By Plan Approved Issued Plan Check# Inspect Area 2200 HIGHLAND DR CARLSBAD CA 92008 ISSUED 08/13/2004 MDP 09/24/2004 10/01/2004 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 $354 19 $000 $230 22 $000 $496 $000 $000 * $000 $000 '$58937 Total Fees $589 37 Total Payments To Date $0 00 Balance Due $589 37 PERMIT HAr " '"'1REOINACCORDMKEWITHU.B.C SECTION i, ,,-j.4 DATE ^!XA^ SISNJmJHfr BUILDING PLAN6 IN STORAGE ATTACHED 2314 10/01/04 0002 01 02 CGP " 589-17 Inspector FINAL APPROVAL 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 procedufes set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing m accordance with Carlsbad Municipal Code Section 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 vou have previously been given a NOTICE similar to mis, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date Address (include Name (at this address)u_ Legal Description Lot No Subdivision Name/Number\JA c/wr Unit No Phase No Total tt of units Assessor's Parcel #Existing Use 3100 c,f . SQ FT #of Storie , A/ A Prooosed Use Description of Work # of Bedrooms # of Bathrooms (.tfrff^fSSTE^^I OiA^ I'AAtrtfZ. C I J\in />5 A/*i2 He i^it- PA QTtn^A -»/aj/-3 CAS9P&S)NO Otooc CA 320*4- -Name City State/Zip Telephone # Fax ff tor?;,1! Q[Agent fo7 Cont^cforT^D *dWrw|"p' Q] Name Address City 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 IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt Iherefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1S5001) Name State License ft Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone . i t^ ----j n - -]-- -nr^^i-^-riT TT p TT «• i i J.U ' * 1 " lj J'JiJuLa^^^^tlL^ML^^ Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations |_j I 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 Q I have 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 worker 5 compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS I$100] 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 addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE DATE [7! I hereby affirm that I am exempt from the Contractor s License Law for the following reason 0 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 one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) "Tp .1, as owner 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) n 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 Q YES 2 Inhava/ have not) signed an application for a building permit for the proposed work 3 I have Contracted wjjh the followiryj 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 followino/person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work but 1 have of work) it 1 have cojjiiaicted (hired) the following persons to provide the work indicated (include name / address / phone number / type iPROPERTY OWNER SIGNATURE-—~~S>£. [COMPLETE tjHi r- FOR NON-RESIDENTIAL BUILDING PERMITSO_NLY PATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous 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 Q NO Is the applicant"6r-future--tJuilding occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q 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 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097{i) Civil Code) LENDER'S NAME LENDER'S ADDRESS t 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 ordinances and State laws relating to building construction I hereby authorize representatives of the CitV 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 oermit is required EXPIRATION Every permit issue authorized by such permit is not q at any time after the work is com APPLICANT'S SIGNATURE ions over 5' ildmg Official, a1 within 189daysfrom the period. on or construction of structures over 3 stories in height of this Code shall expire by limitation and become null and void if the building or work ch permit or if the building or work authorized by such permit is suspended or abandoned 644 Uniform Building Code) DATE 1> 111 lO WfllTE File YELLOW Applicant PINK Finance City of Carlsbad January 28, 2005 JIM DUNN 2245 HIGHLAND DR CARLSBAD CA 92008 RE: BUILDING PERMIT EXPIRATION PERMIT TYPE: RETAIN Building Department Permit Number CB043217 Issue Date 10/1/04 ADDRESS: 2245 HIGHLAND DR PLEASE CALL FOR AN INSPECTION IF WORK IS COMPLETE Our records indicate that your building permit will expire by limitation of time on 3/30/05 The provisions of UBC, Section 106 4 4 as amended by the Carlsbad Municipal Code state "EXPIRATION Every permit 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 from the date of such permit (unless issued prior to 7/1/99 which is one year from date of permit), or if the building or work authorized by such permit is stopped at any time after the work is commenced for a penod of 180 days or if the building or work authorized by such permit exceeds three calendar years from the issuance date of permit Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authonzed by the permit by the Building Official within 180 days of the date of permit issuance Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit Before such work can be recommenced, a new permit shall be obtained to do so, and the fee, therefore, shall be one-half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year In order to renew action on a permit after expiration, the permittee shall pay a new permit fee Any person holding an unexpired permit may apply for an extension of the time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons The Building Official may extend the time for action by the permittee for a penod not exceeding 180 days on written request by the permittee showing that circumstances beyond the control of the permittee have prevented action from being taken No permit shall be extended more than once Please check below indicating your intentions and return this letter to us Project abandoned A new permit will be obtained pnor to commencing work No fee extension requested for 180 days (attach a letter of explanation) Renewal permit requested If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725 If you have any questions, please contact the Building Inspection Department at (760) 602-2700 Christine Wauschek Office Specialist 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 6O2-2700 * FAX (760) 602-856O EsGij Corporation In Partnership •with government for 'Building Safety DATE September 3, 2004 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 04-3217 SET I PROJECT ADDRESS 2245 Highland Dr. PROJECT NAME Retaining, WaU for Dunn Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes X] 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 X) 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 Xj REMARKS Each sheet of the plans must the be signed/sealed by the responsible engineer. By. Kurt Culver Enclosures. Esgil Corporation n GA D MB D EJ D PC log tmsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership vntfi, government for ftmtding Safety DATE August 25, 2004 d APEUQANT D (JURIS JURISDICTION. Carlsbad a PLAN REVIEWERa RLE PLAN CHECK NO • 04-3217 SET I PROJECT ADDRESS' 2245 Highland Dr. PROJECT NAME Retaining Wall for Dunn Residence 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 X] 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 >\1 The applicant's copy of the check list has been sent to Gary Lipska 1843CampesmoP! Oceanside 92054 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 Gary Lipska Telephone #• (760) 439-2802 Date contacted fcMos (bywO Fax # Mail Telephone Fax In Person REMARKS' By: Kurt Culver Enclosures. Esgil Corporation D GA D MB D EJ D PC 8/16/04 trnsmtldot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 4- (858)560-1468 4 Fax (858) 560-1576 Carlsbad 04-3217 August 25, 2004 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS' 2245 Highland Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION: 8/16/04 REVIEWED BY: Kurt Culver PLAN CHECK NO.. 04-3217 DATE REVIEW COMPLETED: August 25, 2004 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 • Please make all corrections on the originals and submit two new complete sets of prints to. ESGIL CORPORATION. • 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 • 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? Q Yes a NO Carlsbad 04-3217 August 25, 2004 1. Within the structural calculations, the information for the geognd material may be found (type, length, etc) This same information must be provided ON THE PLANS The City Building Inspector should not have to search through the calculations for this information 2. Each sheet of the plans must be signed/sealed by the engineer 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 Kurt Culver at Esgit Corporation Thank you Carlsbad 04-3217 August 25, 2004 JURISDICTION Carlsbad (VALUATION AND PLAN CHECK FEE PLAN CHECK NO. 04-3217 DATE August 25, 2004PREPARED BY Kurt Culver BUILDING ADDRESS. 2245 Highland Dr. BUILDING OCCUPANCY: Wall TYPE OF CONSTRUCTION Cone. BUILDING PORTION Ret Wall Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg. Mod VALUE ($} 49,600 49,600 $345.06 Plan Check Fee by Ordinance Type of Review Repetitive Fee~^~| Repeats Complete Review D Other —Hourly Structural Only Hour Esgil Plan Review Fee $224.29 $193.23 Comments Sheet 1 of 1 macvalue doc City of Car Is bad Public Works — Engineering BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER CB BUILDING ADDRESS 1/1H\ 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 change^lo these items after this date, 'including field modifj/Jatfons, must be reviewed by this office to insure coBtini/ed conformance with applicable codes Pjeasfe revieyv carefully all comments attached, as failurt/ro cor/piy with instructions in this report can result in ffuspej3f»on,of permit to build By Date /''"N DENIAL PIeass^see/the/attached report of deficiencies marred wqhj^make necessary corrections to plans or specifications for compliance with applicable codes and standards—. Submit corrected plans and/or specificatiopsto this office for review By By By Date Date Date ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON NAME KATHLEEN M. FARMER City of Carlsbad ADDRESS 1635 Faraday Ave Carlsbad, CA 92008 PHONE (760) 602-2741 H \WORD\DOC5\CHKLST^Relalnlng Wall Building Plancheck Ckhst Form KF Hoc Rev 0/28/98 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (76O) 6O2-2720 • FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST RETAINING WALLS ND/ Q 3R Q 1 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 D Easements E Retaining Wall (location and height) Include on title sheet A Site Address B Assessor's Parcel Number C Legal Description D Grading Quantities Cut 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 Q 5 A RIGHT-OF-WAY PERMIT is required to do work in City Right-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\RetainaiD Waa Bulking Plancfteck Ckfcsl Form DR doc PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Of ^ S/ *s /Planner APN Address Phone (760) 602- Type of Project & Use Net Project Density DU/ACr i - ~7\ T Zoning K - I General Plan A. CP*\ Facilities Management Zone 'L D QT participation Circle One (For non-residential development Type of land used created by this permit } Legend: [X] Item Complete d Item Incomplete - Needs your action Environmental Review Required: YES ^ NO TYPE * ,. DATE OF COMPLETION " Compliance with conditions of approval"? If not, state conditions which .require action Conditions of Approval ^ Discretionary Action Required: APPROVAL7RESO NO PROJECT NO YES NO /TYPE DATE O A. - ( O OTHER RELATED CASES Compliance with conditions or approval'? If not, state conditions which require action Conditions of Approval . NO. NO Coastal Zone Assessment/Compliance Project site located in Coastal Zone'? YES_ CA Coastal Commission Authority'? YES If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed'? YES NO If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # __^____ D D Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit-Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed " * Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed1? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') Site Plan: H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 a a a a 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal description of property and assessor's parcel number P.olicy 44 - Neighborhood Architectural Design Guidelines ana ana zJ-= H— Applieafrtfrfy^ES U 2 Project complies YES Zoning: H 1 Setbacks Front Interior Side Street Side Rear Top of slope I] 2 Accessory structure setb Front Interior Side Street Side Rear Structure separation ~] 3 Lot Coverage NO- • NO Required Required Required Required Required lacks Required Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown a a m LJ 4 Height Required Shown D D D 5 Parking Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown D D D Additional Comments. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 ROBERT A. BASYE, CONSULTING ENGINEER 6654 Belie Glade Ave San Diego, CA 92119 Phone 619/ 697-8544 - FAX 619/465-2131 Sheet 1 of 5 Job No 04-06 Date 06-29-04 SUBJECT: CALCULATIONS FOR RETAINING WALLS FOR DUNN RESIDENCE THESE WALLS WERE DESIGNED USING THE "KEYWALL" PROGRAM, VERSION 3 1 5 BASED ON RANKINE {MODIFIED} METHODOLOGY, DEVELOPED BY KEYSTONE RETAINING WALL SYSTEMS INC SOIL PARAMETERS WERE FROM A REPORT BY VINJE MIDDLETOWN ENGINEERING, INC OF OCTOBER 1,2003, PERTINANT SECTIONS OF WHICH ARE ENCLOSED THE PHI ANGLE OF THE BACFILL SOJLS WAS CONSIDERED TO BE 32 DEGREES, TO BE AS DETERMINED BY THE SOILS ENGINEERS ft GSSMIEGB COMPANY Project DUNN PROPERTY Proj No 04-06 Design Parameters Soil Parameters Reinforced Fill Retained Fill Foundation Fill KEYSTONE RETAINING WALL DESIGN Based on Rankme (modified) Methodology 3 1 5 SEISMIC DESIGN (display static/seismic) JL.32 32 32 Date 06/29/2004 By R.A.BASYE 120 120 120 Reinforce Fill Type Silts & sands Unit Fill Crushed Stone, 1 inch minus Peak Acceleration = 0 20 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) Sliding I 50/1 13 Overturning 200/1 SO Pullout 150/1 13 Uncertainties 150/1 13 Connection Peak 1 50/1 13 Reinforcing Parameters Strata-Gnd Geognds Tiiit RFcr_ RFd RFid LIDS FS SG200 3000 1 61 110 1 05 1613 1 50 SG300 3400 161 1 10 1 05 1828 1 50 3~ /= /7 E //__T^y-// r ' ' 5 4 3 2 Bearing 2 00/1 50 Serviceability N/A Tal 1076 1219 Cds Analysis: LOWER WALL "A" MAXIMUM HEIGHT Unit Type, Leveling Pad WailHt Level Backfill Surcharge LL — CompacH Crushed Stone 933ft 0 psf uniform surcharge Offset= 5 00 ft, Load Width= 6 00 ft Overturning 2 76/2 21 Case: Case 2 Wall Batter I SOdeg embedment 266ft DL — 1295 psf uniform surcharge Results Stidiae Factors of Safety 1 50/1 25 Calculated Bearing Pressure 2008/2351 psf Eccentricity at base 0 94 ft/I 38 ft Reinforcing (ft&Jbs/ft) Calculated Height Length Tension 96 / 208 275 / 429 816/1011 883/1120 800 600 400 2.00 067 80 80 80 80 80 818/1083 Reinf. Type SG200 SG200 SG200 SG300 SG300 Allow. Tension Tal Reinforcing Quantities (no waste included) SG300 1 78 sy/ft SG200 2 67 sy/ft 1076/3 847 OK 1076/1847 OK 1076/1847 OK 1219/2093 OK 1219/2093 OK (% of Rein Strength Used = 51%) JSeflring 9 22/7 18 - Peak Connection Tel 569/758 OK 716/954 OK 863/1150 OK 1084/1446 OK 1158/1545 OK Shear —/268 Bending — /I 92 Serviceabhty Connection Tsc N/A N/A N/A N/A N/A Pullout £S >10/>10ok >10/>10ok 9 61/6 20 ok >10/7 16 ok >10/8 70 ok Pref Embed /HingeHt /- 1 -EARTH RETENTION CONSULTANT C \Prmrram Fi IP <9nm\nTTlSFN twn of ACCHOBCHCOMPANY Project DUNN PROPERTY Proj No 04-06 Design Parameters Soil Parameters Reinforced Fill Retained Fill Foundation Fill KEYSTONE RETAINING WALL DESIGN Based on Rankine (modified) Methodology 315 SEISMIC DESIGN (display static/seismic) JL32 32. 32 Date 06/29/2004 By RA.BASYE 120 120 120 Reinforce Fill Type Silts & sands Unit Fill Crushed Stone, 1 inch minus Peak Acceleration = 0 20 g Vertical Acceleration - 0 00 g Factors of Safety (seismic are 75% of static) Sliding 1.50/1 13 , Overturning 200/150 Bearing Pullout 150/1 13 Uncertainties 150/1 13 Connection Peak 1 50/1 13 Serviceability Reinforcing Parameters Strata-Gnd Geognds Tult _RFcr RFd 3000SG200 1 61 1 10 RFid 105 LTPS 1613 FS 150 Tal 1076 Ci 090 2 00/1 50 N/A Cds 090 Analysis: UPPER WALL "B" MAXIMUM HEIGHT Unit Type CompacJI Leveling Pad Crushed Stone Wall Ht 7 33 ft BackSlope Geometry 26 50 deg slope, 10000 ft long Surcharge LL — 0 psf uniform surcharge Case: Case 1 Wall Batter 1 80 deg embedment 1 33 ft DL — 0 psf uniform surcharge Offset= 100.00 ft. Load Width= 1 00 ft Results Sliding Factors of Safety 2 14/1 18 Calculated Bearing Pressure. 1265/2106 psf Eccentricity at base 0 20 fl/1 36 ft Reinforcing (ft&lbs/ft) Calculated Height 600 400 Layer Height Length 3 6 00 75 2 4 00 75 1 2 00 75 Reinforcing Quantities (no waste included) SG200 2 50 sy/ft Tension 127/329 312/577 821 /1148 Reinf. Type SG200 SG200 SG200 Overturning 4 45/1 96 Allow. Tension Tal 1076/1847 OK 1076/1847 OK 1076/1847 OK Bearing 13 10/5 88 - Peak Connection Td 569/758 OK 716/954 OK 863/1150 OK Shear 12 66 Bending — /I 19 , Serviceablity Connection Tsc N/A N/A N/A Pullout £§ >10/4 15 ok >10/4 50 ok 6 41/3 67 ok ( % of Rein Strength Used = 39 % ) Pref, Embed / HingeHt /- 1 - EARTH RETENTION CONSULTANT Vwm nf OctoDer3f2003lrr;' : • (^«#rv''n$&7 ' Mr. Jim Dunn, Jr. 4316 Cassanna Way, #305 Oceanside, California 92057 PLAN REVIEW GEOTECHNICAL UPDATE REPORT, LOT AT THE NORTH TERMINUS OF HIGHLAND DRIVE, CARLSBAD, CALIFORNIA, (A.P.N. #156-051-24) Pursuant to your request, Vinje & Middleton Engineering, Inc., has completed the Plan Review Geotechnical Update Report at the above-referenced property. The following report summarizes the results of our research and review of pertinent reports and plans, field inspections, geotechnical mapping, and provides conclusions and recommendations for planned new construction as understood. From a geotechnical engineering standpoint, it is our opinion that the planned construction and rear slope stabilization and repairs are feasible provided recommendations presented in this report are incorporated into the final improvemenf plans and implemented during the repair and construction operations at the site. The conclusions and recommendations provided in this study are consistent with the indicated site geotechnical conditions and are intended to aid in preparation of final repair plans and allow more accurate estimates of repair and construction costs. Thank you for choosing Vinje & Middleton Engineering, Inc. If you have any questions concerning this report, please do not hesitate to call us Reference to our Job #03-387-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. ennfs Middleton NREVIBA/.(3EOTECHNIGAL UPDATE r rffc».TMlTieu.'UJ*» *** tit*t*l'X.—•••w'fij'tltaM^a^ »<; n-w- -3= jv*" <r* ^t «.' fc- *> _ _ llit_i"V s* « '*^ *WB>H,,t. A---A V-^ - ^_ *^n T- A- __ t^^t "W'-^^.-V fii * **" *-i • -^**- +•,,t T.Srte^xisting.fills^and^upf^^weatheredtTerrace Deposrts/Formational rock are not"X ^'swtMS^f^^.i^^aflW-^&sai^ ^/^W^«?i5$^^;w^^^a^s*^*'.,-r^"1*1***"? ^' «, • -*.s^ jr. f-P^jffi1' ? =-,> ,*- , .- suitaDlelforLSUpport^ofs plannedi,structures and improvements in their presentfamra^i'KK»% 1*is^«f^/»^iltfv#sviV*-iS'"?$«PSsitA*^. Sifs™,*^0?^^. -5 ,/>! vs-g « J-^^-K ^-nr- f '"^ " ^* . -^ i condrtipn. The entire section of existing fills, tppsoils and upper weathered Terrace Depbsits/FonTiatipnal rock "should be removed and property recompacted using reir^^/grading**y(3iriiques as recommended in a following section. Added excavations of cut ground will be required in the case of cut/fill pads in order to eliminated non-uniform bearing soils transitioning. * The overall stability of graded building surfaces developed over sloping terrain is most dependent upon adequate keying and benching of fills into the undisturbed bedrock during grading operations. At the project site, added care should be given to proper construction of keyways and benching during regrading. * In general, reconstruction of the northern slope and regrading of the site to design elevations may be considered difficult overall. Portions of the project regrading and reconstruction within the storm drain alignment may be coordinated with the City of Carlsbad, and installation of the new drain pipe. Proposed modular transition walls near the lower slope areas may also be difficult to construct due to necessary deepened foundations for setback requirements and adequate clearance from the top of the new storm drain pipe to .bottom of the wall foundations. Appropriate recommendations are given in the following sections. * Import soils, if required to complete grading and achieve final design grades, should conform to the requirements of this report as specified in the following sections. Finish grade soils are expected to consist of sandy deposits (SP/SM) with very low 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. Final foundation and slab subgrade soils should be tested at the completion of pad construction to confirm expansion characteristics of bearing soils which wjlJ govern final foundations and slab design. TS •«* ' PI- ' Adequate site surface, subsurface and slope face drainage control are critical factors^in the future^sfebjUty of the developed property as planned. Drainage fecjl|tie®cisrioul^(^^de^igrbd and installed for proper control and disposal of surface and subsurface water. Liquefaction and seisrnicaily induced settlements will not be a factor in the of the project site provided our remedial grading recommendations INC. 2*50 Vineyard Avenue, Escandido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343* • r Plan Review Geotechnical Update Report Lot at the North Terminus of Highland Drive Carlsbad, California (A.P.N. #156-051-24) October 1, 2003 Prepared For: MR. JIM DUNN, JR 4316 Cassanna Way, #305 Oceanside, California 92057 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 Job #03-337-P VINJE & MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue Escondjdo, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 Job #03-387-P October 1,2003 Mr Jim Dunn, Jr 4316 Cassanna Way, #305 Oceanstde, California 92057 PLAN REVIEW GEOTECHNICAL UPDATE REPORT, LOT AT THE NORTH TERMINUS OF HIGHLAND DRIVE, CARLSBAD, CALIFORNIA, (A.P.N. #156-051-24) Pursuant to your request, Vinje & Middleton Engineering, Inc , has completed the Plan Review Geotechnica! Update Report at the above-referenced property The following report summarizes the results of our research and review of pertinent reports and plans, field inspections, geotechnicai mapping, and provides conclusions and recommendations for planned new construction as understood From a geotechnicai engineering standpoint, it is our opinion that the planned construction and rear slope stabilization and repairs are feasible provided recommendations presented in this report are incorporated into the final improvement plans and implemented during the repair and construction operations at the site The conclusions and recommendations provided in this study are consistent with the indicated site geotechnicai conditions and are intended to aid in preparation of final repair plans and allow more accurate estimates of repair and construction costs Thank you for choosing Vmje:& Middleton Engineering, Inc If you have any questions concerning this report, please do not hesitate to call us Reference to our Job #03-387-P will help to expedite our response to your inquiries We appreciate this opportunity to be of service to you VINJE & MIDDLETON ENGINEERING, INC. ~ff—^=^ —Dennis Middleton CEG #980 TABLE OF CONTENTS PAGE NO. I. INTRODUCTION 1 II. SITE DESCRIPTION / HISTORY 2 111 PROPOSED DEVELOPMENT 2 IV. GEOTECHNICAL CONDITIONS 3 A. Slope Stability 3 B. Seismic Response Coefficients 3 V. CONCLUSIONS 4 VI. RECOMMENDATIONS . 6 A. Remedial Grading and Earthworks 6 B. Foundations and Interior Floor Slabs 12 C. Exterior Concrete Slabs / Flatworks 13 D. Soil Design Parameters 14 E. Asphalt and PCC Pavement Design 15 F. General Recommendations 16 VII. LIMITATIONS 18 TABLE NO Site Seismic Parameters 1 PLATE NO. Regional Index Map 1 Site Plan 2 Cross-Section at Proposed Storm Dram 3 Geologic Cross-Section 4 Typical Slope Reconstruction Details 5 Test Boring and Test Pit Logs 6-14 Retaining Wall Drain Detail 15 Isolation and Re-entrant Corner Reinforcement 16 Slope Reinforcement Installation Guide APPENDIX A PLAN REVIEW GEOTECHNICAL UPDATE REPORT LOT AT THE NORTH TERMINUS OF HIGHLAND DRIVE CARLSBAD, CALIFORNIA I. INTRODUCTION The property investigated in this work includes 2 54 acres of undeveloped land located at the northern terminus of Highland Drive within the City of Carlsbad The property location is depicted on a Regional Index Map included herein as Plate 1 Existing topographic conditions and proposed development at the site are shown on a Site Plan, Plate 2 A storm drain pipe traverses the property transporting storm water from an inlet box at the northend of Highland Drive into canyon terrain and the Buena Vista Lagoon to the north The storm dram is buried within a descending slope which marks the northern margins of the property The existing pipe has failed and resulted in high levels of erosion and related failures within lower slope terrain We understand that the upper nearly level areas atop the existing project descending slope is planned for the support of a single-family residence to the east and a detached garage/shed structure to the west Consequently, The purpose of this work was to review all available pertinent geotechnica! reports and documents and provide update recommendations that are consistent with the proposed site development Previous soils and geotechnical investigations at or in the vicinity of the study property have resulted in the following technical reports 1 "Preliminary Geotechnica! Report, Storm Dram Reconstruction, North End of Highland Drive, Carlsbad," Job #03-262-P, prepared by Vmje & Middleton engineering, Inc , dated June 17, 2003 2 "Assessment^ Fill Slope Regression, 2202 Highland:Dnve, Carlsbad, California," prepared by Taylor-Hunter Associates, Inc , THA Project No G02-00199, dated December 5, 2002 3 "Geotechnicai Investigation, Proposed Lot Split, Three-Acre Site, 2022 Highland Drive, Carlsbad, California," by Ron Gutier (C E G ) and Erik J Nelson (P E ), Job #GN-1, dated February 17, 1989 The referenced reports are on file with our firm and copies can be obtained upon request Logs of the exploratory Test Borings and Test Pit Trenches completed in connection with the preparation of the 1989 investigation (Reference 3) are enclosed herein as Plates 6 through 14 Boring and trench locations are shown on the enclosed Site Plan, Plate 2 VINJE & MIDDLETON ENQ/NEERINQ INC 2450 Vineyard Avenue, Escondido, California 92029 1229 • Phone (760) 743 1214 • Pax (760) 739 0343 GEOTECHMCAL INVESTIGATIONS qRADINQ SUPLRV1SION PLRC TCSTINQ CNV1RONMLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 2 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 II. SITE DESCRIPTION / HISTORY The irregular-shaped parcel is located at the north terminus of Highland Drive in a residential section of the City of Carlsbad The property currently supports a moderate covering of native plants and weeds Site topography ranges from nearly level in the upper southeasterly reaches of the property to steeply sloping, and locally vertical, canyon terrain within the northwestern margin of the property with more than 50 feet of vertical relief Slope gradients at and adjacent the study property generally approach 21 to 11 (horizontal to vertical) Existing site topography was achieved by placing undocumented fills atop natural ground surfaces more than 36 years ago (Reference 3) Approximate fill limits as determined in the fiefd is shown on Plate 2 Site existing fills, as outlined in Reference 3, consist of silts and sands with a considerable amount of deleterious material and no evidence of benching into bedrock We understand that plans for reconstruction of the failed storm pipe within the lower reaches of the northern descending slope are near completion We further understand that the City of Carlsbad is planning to carry out the storm drain repairs and realignment with the associated grading repairs of lower canyon terrain erosion resulting from the pipe failure III. PROPOSED DEVELOPMENT As depicted on Plate 2, a new residential dwelling with detached garage and associated improvements are planned for the upper reaches of the subject property Moderate to significant grade alterations using cut-fill grading techniques are proposed to achieve design grades and construct level'surfaces for the support of the planned structures and improvements The planned grade alterations primarily consist of minor cutting of the higher areas to the southwest and placing fills over the existing northern slope to new design configurations Modular (sequential) retaining walls are also incorporated into the designs to accommodate ground level transitionmg and allow 2 1 slope gradients The existing 24-inch storm drain pipe crossing the site will be abandoned and replaced wrth a 36-inch pipe installed along a new alignment The new alignment extends from the lower terrain over the ascending slope and crosses the project property to the existing inlet box north of Highland Drive as shown on Plate 2 The storm dram installation will be performed as a part of the City of Carlsbad storm drain reconstruction project which also includes reconstruction of the failure scrap within the lower slope terrain New storm drain profile with respect to existing terrain and proposed grading is depicted on the enclosed Cross-Section at Proposed Storm Dram, Plate 3 VINJE #MIDDLETON ENQINEbRINQ, INC 2450 Vineyard Avenue, bicondido, California 92029 1229 • Phone (760) 743 1214 • Fax (760) 739-0343 GEOTECHMCAL INVESTIGATIONS QRADWQ SUPLRV1SION J'LKC TCST1NQ CNVJRON'MLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 3 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 Construction details are unknown However, it is anticipated that conventional wood-frame and stucco buildings supported on shallow stiff continuous strip and spread pad concrete footings with slab-on-grade floor foundations will be utilized IV. GEOTECHNICAL CONDITIONS Geotechnical conditions at the site remain substantially unchanged since the preparation of the referenced reports The study property is underlain by Formational rock units that range from Pleistocene age Terrace Deposits at the near surface to Eocene age sandstone units at depth (Reference 3) Project slopes are mantled by an undetermined thickness of undocumented fills The upper, southeast portion of the property consists of nearly level terrain that gives way to steep canyon topography to the northwest A subsurface profile as determined from available geotechnical data is depicted on the enclosed Geologic Cross-Section, Plate 4 A. Slope Stability Site topographic conditions are depicted on Plate 2 Near vertical slope conditions mark the lower canyon terrain where a recent storm dram failure has occurred No indications of deep-seated instability were noted, however, rotational-type slope failures within the existing lower near-vertical slopes may be expected under current site conditions We understand the City of Carlsbad is developing plans for the replacement of the storm dram and repair grading of the lower slope failure areas within the impacted areas The existing northern embankment is a fill over natural slope type construction The embankment was created by placing undocumented fill deposits over the pre- gradmg sloping natural terrain "The fills were placed without engineering observation and compaction testing control It is reported that lower keyways or adequate benching of sloping ground receiving fill were also not provided Furthermore, existing fills are generally loose deposits and contain trash and organic debris Based on the available information, the existing northen graded fill slope is considered marginally stable (low safety factor) and subject to failure upon saturation, surcharging or a significant seismic event B. Seismic Response Coefficients For design purposes, site specific seismic parameters were determined as part of this investigation in accordance with the Uniform Building Code The following parameters are consistent with the indicated project seismic environment and may be utilized for project design work VINJI: & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, Etcondido, California 92029 1229 • Phone (760) 743 12 14 • Fax (760) 739-0343 (JEOTECHMCAL INVESTIGATIONS QRAUINQ SUPERVISION I'LRC TESTINCJ ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT HIGHLAND DRIVE. CARLSBAD PAGE 4 OCTOBER 1,2003 TABLE 1 Seis mi cfRespbnsejCo efficientsNSS* .'»<6^*«l»w!l»f5BJ.^«1.'»ari;t.^fMI«S^H!'-aHEHSl!l^o;ttMl^aJ^ a/rs; T llfiifliV r^-(j>[Gv So 04 B 10 11 044 068 0614 0123 According to Chapter 16, Division IV of the 1997 Uniform Building Code V. CONCLUSIONS Based- upon our review of the referenced technical reports and recent site inspection, development of the property for residential purposes, substantially as proposed, is considered feasible from a geotechnical viewpoint The site is underlain by loose undocumented fills within the pad and northern slope areas over Formational sandstone units which are exposed in an overly steepened slope condition within the lower terrain below the proposed building areas Geotechnical factors presented below are unique to the project site and will influence grading procedures and the associated development costs * A recent storm dram failure in the lower slope areas below the property has resulted in high levels of erosion and near vertical slopes The lower slope failure has not yet impacted the upper graded slope along the project northern boundary However, future local impacts within the existing storm dram alignment is considered likely, particularly in an event of heavy rainfall * Existing slope areas of the property were-developed by placing loose undocumented fills over sloping natural terrain The fills also contain an abundance of trash debris and deleterious materials (Reference 3) The northern slope is marginally stable and should be removed and properly reconstructed as recommended m following sections * The replacement of the storm dram and repair grading of the lower slope failure within the impacted areas are planned by the City of Carlsbad The new storm dram alignment crosses the property as shown on Plate 2 The remaining portions of the existing pipe at the project site should also be removed as part of the site remedial grading and/or appropriately abandoned per the approved plans VINJE & MIDDLETON ENQINEERlNQ, INC 2450 Vineyard Avenue, Escondido, California 92029 1229 " Phone (760) 743 1214 • Ko* (760) 739-0343 QEOTECHNICAL INVESTIGATIONS QRAD1NQ 5UPLR\ ISION I'LKCTLSTING LNVIRONMLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 5 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 Site existing fills and upper weathered Terrace Deposits/Formational rock are not suitable for support of planned structures and improvements in their present condition The entire section of existing fills, topsoils and upper weathered Terrace Deposits/Formational rock should be removed and properly recompacted using remedial grading techniques as recommended in a following section Added excavations of cut ground will be required in the case of cut/fill pads in order to eliminated non-uniform bearing soils transitioning The overall stability of graded building surfaces developed over sloping terrain is most dependent upon adequate keying and benching of fills into the undisturbed bedrock during grading operations At the project site, added care should be given to proper construction of keyways and benching during regrading In general, reconstruction of the northern slope and regrading of the site to design elevations may be considered difficult overall Portions of the project regrading and reconstruction within the storm dram alignment may be coordinated with the City of Carlsbad, and installation of the new dram pipe Proposed modular transition walls near the lower slope areas may also be difficult to construct due to necessary deepened foundations for setback requirements and adequate clearance from the top of the new storm dram pipe to bottom of the wall foundations Appropriate recommendations are given in the following sections import soils, if required to complete grading and achieve final design grades, should conform to the requirements of this report as specified in the following sections Finish grade soils are expected to consist of sandy deposits (SP/SM) with very low 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 Final foundation and slab subgrade soils should be tested at the completion of pad construction to confirm expansion characteristics of bearing soils which will govern final foundations and slab design Adequate site surface, subsurface and slope face drainage control are critical factors in the future stability of the developed property as planned Drainage facilities should be designed and installed for proper control and disposal of surface and subsurface water Liquefaction and seismically induced settlements will not be a factor in the development of the project site provided our remedial grading recommendations are followed VINJE#M1DDLETONENQINEERJNQ, INC 2450 Vineyard Avenue, bvcondtda, California 92029-1229 • Phone (760) 743 it 14 • Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPLRVISION PLfiC TCSTINQ LNVIRONWLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 6 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 * Post construction settlements are not expected to be factors in the construction of the planned buildings at the project site provided our remedial grading and foundation recommendations are implemented during the construction phase of the project * Soil collapse will not be a factor in the constructions of the planned buildings at the study site provided our recommendations are followed VI. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project site and should be reflected on the final plans and implemented during the construction phase Added or modified recommendations may also be appropriate and can be provided at the final plan review phase A. Remedial Grading and Earthworks Cut/fill and remedial grading techniques may be used in order to achieve final design grades and construct a stable ground for supporting the planned structures and improvements All grading and earthworks should be completed in accordance with 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 wherever applicable 1. Clearing and Grubbing - Remove surface vegetation, trash, debris and other unsuitable/deleterious materials from all areas of proposed new fills, improvements, and structures plus~10 feet minimum, or as directed m-the field The prepared ground should be inspected and approved by the project geotechnical engineer or his designated representative All irrigation lines, abandoned pipes and underground structures should be properly removed from the construction areas Existing underground utilities in the construction areas should also be pot-holed, identified and marked prior to the actual work Inactive lines should be properly removed or may be abandoned as approved in the field Voids created by the removals of the underground pipes or structures should be properly backfilled with compacted fills as recommended herein 2. Removals and Remedial Grading - Remedial techniques should be used in order to construct safe and stable ground and building pad surfaces suitable for the support of the proposed structures and improvements The entire section V1NJE & MIDDLETON ENQINEERINQ, INC 2450 Vineyard Avenue, hse<mdulo, Cah/orma 92029 1229 • Phanc (760) 743 1214 • Fax (760) 739 0343 GEOTECHNICAL INVESTIGATIONS QRADINQ SUPLRVISION PLRC TLSTINQ ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 7 HIGHLAND DRIVE, CARLSBAD OCTOBER 1. 2003 of existing site fills, topsoils and weathered soft sandstone units in the areas to receive new fills, structures arid-improvements plus 10 feet where possible, and as directed in the field should be removed to the underlying competent bedrock and placed back as properly compacted fills Actual limits and depths of removals should be given in the field by the project geotechnical consultant However, approximate depths may be obtained from the enclosed Test Borings and Test Pit Logs (Plates 6-14) Project grading operations may be coordinated with the City of Carlsbad to concur with the lower slope repairs of the impacted areas, as well as the planned trenching and new storm dram installation within the proposed realignment 3. Cut-Fill Transition / Undercuts - Ground transition from excavated cut to placed fill should not be permitted underneath the proposed structures and improvements Building foundations and floor slabs should be uniformly supported on undisturbed cut ground or entirely founded on compacted fills Transition areas will require special treatment The cut portion of the cut/fill pads 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 roadways, driveway, parking and on-grade slabs/improvement transition areas there should be a minimum of 12 inches of compacted soils below rough finish subgrade 4. Fill Materials and Compaction - Soils generated from the excavation of site weathered sandstone will predominantly consist of good quality sandy materials which will work well in compacted fills Soils generated from the removals of the project existing fills will include trash debris and deleterious materials All trash debris and deleterious material should be selectively separated from the existing project fills to the satisfaction of the project geotechnical consultant prior to reuse as new site fills Separated trash debris and unsuitable materials should be properly removed and exposed of Clay bearing soils, if encountered, should be selectively buried in deeper fills at a minimum of 4 feet below rough finish pad grades and 15 feet away from the finish slope face Project new fills shall be clean deposits free of vegetation, organic matter, deleterious materials, trash and debris consisting of minus 6-inch particles as approved in the field Uniform bearing soil conditions should be constructed at the site by the grading operations Site fills should be adequately processed, thoroughly mixed, moisture conditioned to near optimum moisture levels as directed in the field, VINJE & M1DDLETON ENGINEERING, INC 2450 Vineyard Avenue, Escimdido, Cali/ornia 92029 1229 • Phone (760) 743 1 214 • Fax (760) 739-0343 QEOTECHNJCAL INVESTIGATIONS QRADINC SUPERVISION IJLKC TESTINQ ENVIRONMENTAL 1NVE5T1QAT1ON PLAN REVIEW GEOTECHN1CAL UPDATE REPORT PAGE 8 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 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. Shrinkage and Import Soils - Based upon our analysis, on-site soils may shrink approximately 5% to 15% on volume basis when compacted to a minimum of 90% compaction levels Import soils, if required to complete repair grading or achieve final design grades, should be clean sandy deposits (expansion index less than 21) and approved by the project geotechnical engineer prior to delivery to the site Non-expansive sandy import soils, if any, should be used for wall backfills and placed within the upper finish subgrade levels 6. Reconstruction of Existing Slope and New Graded Slope - The existing northern fill slope should be removed and reconstructed as a part of the project remedial grading operations in accordance with the requirements of this report Slope reconstruction is depicted on the enclosed Typical Slope Reconstruction Details, Plate 5 The new reconstructed fill slope shall be provided with a lower keyway The keyway should maintain a minimum depth of 2 feet into the competent bedrock with a minimum width of 20 feet as approved by the project geotechnical engineer or his designated representative The keyway should expose competent bedrock throughout, with the bottom heeled back a minimum of 5% into the natural hillside and inspected and approved by the project geotechnical engineer Additional level benches should be constructed into the natural hillside as the fill slope construction progresses The slope should be reconstructed to achieve existing and/or flatter slope design gradients -Provide slope reinforcement consisting of Tensar UX-1400 (or greater from the same series) at approximately 4 vertical feet for slope gradients steeper than 2 1 as shown on the enclosed Plate 5 Slope reinforcement should be placed VA feet from the finish slope face to the back side heel of excavated benches within the compacted embankment fills for additional stability Intermediate slope face reinforcement consisting of Tensar BX-1100'(or greater from the same series), should be provided to enhance surficial stability as shown Slope reinforcement shall be placed in conformance with the enclosed Slope Reinforcement Installation Guide enclosed herein as Appendix A Reconstructed slopes should be compacted to a minimum of 90% of the corresponding laboratory maximum density value in accordance with ASTM D- -1557 out to the slope face Back rolling at a minimum of 4-foot vertical VINJE^MIDDLETONENQINEERINQ, INC 2450 Wneyard Avenue, E«xmdido, California 92029-1229 • Phone (760) 743 1214 • Fax (760) 739 0343 QEOTECHNICAL 1NVEST1QATIONS QRADINQ SUPLRV1SION PLRC TEST1NQ ENVIRONMENTAL 1NVLSTIQAT1ON PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 9 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 increments and track-walking the completed slope is recommended Field density tests should be performed to confirm adequate compaction levels within the slope face New project graded slopes should be programmed for 2 1 gradients maximum Graded slopes constructed at 2 1 gradients will be grossly stable with respect to deep seated and surficial failures for the anticipated design maximum vertical heights Al! fill slopes shall be provided with a lower keyway as specified, and compacted to 90% (minimum) of the laboratory standard out to the slope face Cut slopes should be inspected and approved by the project geotechnical consultant during the grading to confirm stability In the event loose existing fills/topsoils are encountered at the cut surfaces or portions thereof, the impacted slope face may require reconstruction as stability fill slope or the slope face may be moisture conditioned and compacted m-place by track- walking with heavy construction equipments Specific recommendations should be provided by the project geotechnical consultant in the field based on actual cut slope face exposures 7. Wall Back Drainage - A wall back drainage system should be provided behind all project retaining walls The wall back drainage system should consist of a minimum 18-mches wide trench excavated to the depths of the wall foundation level with a minimum 4-inch diameter, Schedule 40 (or SDR 35), perforated pipe surrounded with a minimum 2 25 cubic feet per foot of 3/4-crushed rocks wrapped in filter fabric (Mirafi 140 N), or Caltrans Class 2 permeable aggregate installed at suitable elevations to allow for adequate fall via a non-perforated solid pipe to an approved outlet -Protect pipe outlet as appropriate Filter fabric can be eliminated ,if Class 2 permeable material is used Typical wall back drain system is depicted on the enclosed Plate 15 Provide appropriate waterproofing as indicated on the approved project drawings 8. Storm Drain Trenching and Backfilling - All trenching and backfill operations associated with the new storm dram installation should be completed as specified in the "Preliminary Geotechnical Investigation, North End of Highland Drive," prepared by this office, Job #03-262-P, dated June 17, 2003 (Reference 1), and subsequent Grading Plan Review letter, dated October 1, 2003 The referenced report and plan review letter should be considered and utilized in conjunction with this report where appropriate and applicable VINJE & MIDDLETON ENQINEERINQ, INC 2450 Vmeyttrd Avenue, Escondtdo, California 92029-1229 - Phone (760) 743 1214 • fax (760) 739 0343 gEOTECHNICAL INVESTIGATIONS QRADINQ 5UPLKVISION I'LRC TESTING ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT . PAGE 10 HIGHLAND DRIVE, CARLSBAD '_ OCTOBER 1, 2003 9. Surface Drainage and Erosion Control - A critical element to the continued stability of the building pads and slopes is an adequate surface drainage system and protection of the slope face This can most effectively be achieved by appropriate vegetation cover and the installation of the following systems * Drainage swales should be provided at the top and toe of the slopes per project civil engineer design * Building pad surface run-off should be collected and directed away from the planned buildings and improvements to a selected location in a controlled manner Area drains should be installed * The finished slope should be planted soon after completion of grading in accordance with the project approved landscape plans Unprotected slope faces will be subject to severe erosion and should not be allowed Over- watering of the slope faces shall not be allowed Only the amount of water to sustain vegetation should be provided Native broad-leaf grasses which require minimal amounts of water to sustain vegetation life are recommended * Temporary erosion control facilities and silt fences should be installed during the construction phase periods, and until landscaping is fully established as indicated and specified on the approved project grading/erosion plans 10. 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 finish subgrade soils should also be confirmed in the final compaction report at the completion of grading Geotechnical engineering inspections shall include but not limited to the following * Initial Inspection - After the grading/brushing limits have been staked but before grading/brushing starts * Keyway/bottom of over-excavation inspection - After the bottom of over- excavation is exposed and prepared to receive fill but before fill is placed * Cut slope/excavation inspection - After the excavation is started but before the vertical depth of excavation is more than 5 feet Local and CAL-OSHA safety requirements for open excavations apply VINJE & MIDDLETON ENQINEER1NQ. INC 2450 Vineyard Avenue, Eicondido, California 92029 1229 • Phone (760) 743 1214 • Fax (760) 739 0343 QEOTECHNICAL INVtSTIQATIONs QKADINQ SUPLRVIS1ON I'LKC TESTING CNVJRQNMLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 11 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 Fill/wail backfill inspection - After the fill/wall backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet A minimum of one test shall be required for each 100 lineal feet maximum with the exception of wall backfills where a minimum of one test shall be required for each 25 lineal feet maximum Wai! backfills shall also be mechanically compacted to at least 90% compaction levels unless otherwise specified Finish rough 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 - Prior to the placement- of concrete for proper moisture and specified compaction levels Geotechnical foundation/slab steel inspection - After the steel placement is completed but before the scheduled concrete pour Subdram/wall back dram 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/plumbing trench inspection -After the trench excavations, but before installation of the underground facilities Local and CAL-OSHA safety requirements for open excavations apply Inspection of the pipe bedding may also be required by the project geotechnica! 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 more than 12 inches deep maximum under the interior floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels Flooding or jetting techniques as a means of compaction method shall not be allowed Pavement/improvements subgrade and basegrade inspections - Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels VINJE &MIDDLETON ENGINEERING, INC 2450 Vmeyard Avenue, Eicondido, California 92029 1229 • Phone (760) 743 1214 • Fax (760) 739 0343 QEOTECHMCAL INVESTIGATIONS QRAUINQ SUPLRVISION I'LKC TESTINQ CNVIRONMLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 12 HIGHLAND DRIVE, CARLSBAD ___ OCTOBER 1, 2003 B. Foundations and Interior Floor Slabs The following preliminary recommendations are consistent with very low expansive (expansion index less than 21) sandy (SP/SM) foundation bearing soils Final foundation and slab design will depend on expansion characteristics of finish grade soils and the actual fill differential thickness underneath the proposed buildings AH recommendations should be confirmed and/or revised as necessary in the rough grading compaction report based on-site as-graded geotechnical conditions and actual testing of the foundation bearing soils Individual building sites may require specific foundation/slab design and may be anticipated Additional specific recommendations may also be necessary and should be given at the time of the finahplan'review phase when detailed grading and structural/architectural drawings are available 1 AN building and retaining wall foundations planned on or near the top of descending slopes should be adequately deepened 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) between the bottom outside edge of the footing and face of slope Actual construction details should be provided by the project structural engineer 2 Continuous strip and perimeter wall foundations should be sized at least 15 inches wide and 18 inches deep for single and two-story structures Spread pad footings should be at least 30 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 3 Continuous interior and exterior foundations should be reinforced by at least four #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 4 All interior slabs should be a minimum of 4 inches in thickness, reinforced with #3 reinforcing bars spaced 16 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 in the sand In the case of good quality sandy subgrade soils, as approved by the project geotechnical engineer, the 6-mil plastic moisture barrier may be laid directly over the slab subgrade and covered with a minimum of 2 inches of clean sand (SE 30 or greater) VINJEdfMIDDLETON ENQINEERINQ, INC 2450 Vineyard Avenue, Evcandido, California 92029-1229 • Phone (760) 743-12 14 • Fox (760) 739-0343 QEOTECHNICAL I>WESTIQATIONS QRAD1NQ SUPLRVISIGN 1'LRC TESTING ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 13 HIGHLAND-DRIVE. CARLSBAD OCTOBER 1, 2003 5 Provide "softcut" 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 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 or 150 psi to 800 psi The sawcuts should be a minimum of 1-inch in depth but not to exceed 1%-mches in depth maximum Anti-ravel skid plates should be used and replaced with each blade to avoid spallmg and raveling Avoid wheeled equipments across cuts for at least 24 hours 6 Provide re-entrant corner reinforcement for all interior slabs Re-entrant corners will depend on slab geometry and/or interior column locations The enclosed Plate 16 may be used as a genera! guideline 7 Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of concrete 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 mid- height in the slab 2 Provide "tool joint" or "softcut" contraction/control joints spaced 10 feet on centers (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 1%-mches deep maximum In the case of softcut joints, anti-ravel skid plates should be used and replaced with each blade to avoid spallmg 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 prior to the placement of concrete VINJE & MIDDLETON ENQINfcERINQ, INC 2450 Vineyard Avenue, Escondtdo, Culi/orrua 92029 1229 • Phone (760J 743 1214 • Fax (760) 739-0343 QEOTECHNICAL INVESTIGATIONS QRADINQ SUPLRVISION 1'LRC TESTINQ CNVIRONMLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 14 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 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 = 124 3 pcf * Design angle of internal friction of soil = 31 degrees * Design active soil pressure for retaining structures = 40 pcf (EFP), level backfill, cantilever, unrestrained walls * Design active soil pressure for retaining structures = 62 pcf (EFP), 2 1 sloping backfill surface, cantilever, unrestrained walls * Design at-rest soil pressure for retaining structures = 60 pcf (EFP), non- yielding, restrained walls * Design passive soil pressure for retaining structures = 388 pcf (EFP), level surface at the toe * Design passive soil pressure for retaining structures = 156 pcf (EFP), 2 1 sloping down condition at the toe * Design coefficient of friction for concrete on soils = 0 38 * Net allowable foundation pressure for on-site compacted fills (minimum 15 inches wide by 18 inches deep footings) = 2000 psf * Allowable lateral bearing pressure (all structures except retaining walls) for on- site compacted fill = 150 psf/ft Notes: * Use a minimum safety factor of t5~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 frictional resistance the passive component should be reduced by one-third * The net allowable foundation pressure provided herein was determined for footings having a minimum width of 15 inches and depth of 18 inches The indicated values may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 4500 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 VINJE fi? MIDDLETON ENQINEhRJNQ, INC 2450 Vineyard Avenue, t'scomhtb, California 92029 1229 • Phone (760) 743 1 2 14 • Fax (760) 739 0343 QEOTECHNICAL INVESTIGATIONS QRADINg SUPLRVIS1ON I'LRC TESTIMQ ENVIRONMENTAL (NVCSTIQA7 ION PLAN REVIEW GEOTECHN1CAL UPDATE REPORT PAGE 15 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 * 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 * Construction plans, details and profile for the modular (sequential) retaining walls incorporated into the northern slope construction, should be reviewed and approved by the project geotechnical consultant Additional recommendations should be given at that time if necessary E. Asphalt and PCC Pavement Design Specific pavement designs can best be provided at the completion of rough grading based on R-value tests of the actual finish subgrade soils, however, the following structural sections may be considered for cost estimating purposes only (not for construction) 1 A minimum section of 3 inches asphalt on 6 inches Caltrans Class 2 aggregate base may be considered for on-site asphalt paving surfaces Actual design will also depend on the design Tl and approval of the City of Carlsbad Base materials should be compacted to a minimum of 95% of the corresponding maximum dry density (ASTM D-1557) Subgrade soils beneath the asphalt paving surfaces should also be compacted to a minimum of 95% of the corresponding maximum dry density within the upper 12 inches 2 Residential PCC driveways and parking supported on non-expansive to very low expansive (expansion index of less than 21) granular subgrade soils should be a minimum of 5 inches in thickness, reinforced with #3 reinforcing bars at 18 inches on centers 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 "softcut" 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 spalhng and raveling Avoid wheeled equipments across cuts for at least 24 hours VINJEtfMIDDLETON ENQINEL'RINQ, INC 2450 Vineyard Avenue, Evcondido, California 92029-1229 • Phone (760) 743 1214 • Fax (760) 739 0343 QEOTECHN1CAL JNVEST1QATIONS QRADINQ SUPLRV1SION I'LRC 1LST1NQ ENVIRONMENTAL INVLST1QATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE -16 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 3 Subgrade and basegrade soils should be tested for proper moisture and the specified compaction levels and approved by the project geotechnica! consultant prior to the placement of the base or asphalt/PCC finish surface 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 Base section may not be required under curb and gutters, and sidewalks in the case of non-expansive 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 fieu of reinforcement necessary for structural considerations All recommendations should be further evaluated in the site specific study for each individual lot and confirmed by the project architect/structural engineer 2 Adequate staking and grading control is a critical factor in properly completing the recommended remedial and site grading operations Grading control and staking should be provided by the project grading contractor, or surveyor/civil engineer, and is beyond the geotechnical engineering services Inadequate staking and/or lack of grading control may result in unnecessary additional grading which will increase-construction costs - 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) 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 to satisfy this requirement 4 Expansive clayey soils should not be used for backfilling of any retaining structure All retaining walls should be provided with a 1 1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface VINJEtfMIDDLETON ENQINEERINQ, INC 2450 Vineyard Avenue. Eicandido, California 92029 1229 • Phone (760) 743 1214 • Fox (760) 739 0343 GEOTECHNICAL INVESTIGATIONS QRADINQ SUPLRVISION PLKC TESTING ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 17 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 5 All underground utility and plumbing trenches should be 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 6 Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns Roof lines of the buildings should be provided with roof gutters Roof water should be collected and directed away from the buildings and structures to a suitable location 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 subdramage system 7 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 8 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 9 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 3/8-mch maximum size aggregate usually requires about 40 Ibs more (nearly 5 gal) water per cubic yard than concrete with 1-inch aggregate VINJE & MIDDLETON ENQINEERfNQ, INC 2450 Vmeyard Avenue, Etcondido, California 92029 1229 • Phone (760) 743 1214 • fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS QRADINQ SUI'LRVISJON I'LKC TESTING ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 18 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 * Cure the concrete as long as practical The amount of slab reinforcement provided for conventional s!ab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided 10 A preconstruction meeting between representatives of this office, the property owner or planner, the grading contractor/builder, and the city inspector is recommended in order to discuss grading/construction details associated with site development VII. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from pertinent reports and plans, as well as our experience with the soils and Formational materials located in the general area The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area, however, earth materials may vary in characteristics between excavations Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures It is necessary, therefore, that all observations, conclusions, and recommendations are verified during the grading operation In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required The recommendations made in this report are applicable to the site at the time this report was prepared It is the responsibility of the owner/developer to ensure that these recommendations are carried out in the field It is almost impossible to predict with certainty the future performance of a property The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns The firm of VINJE & MIDDLETON ENGINEERING, INC , shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement Hairline stucco cracks will often develop at window/door corners, and VINJE & MIDDLETON ENQIKEERINQ, INC 2450 Vinevard Avenue, Escondido, Cuh/orma 92029 1229 • Phone (760) 743-1214 • Fax (760J 739 0343 qtOTECHNlCAL INVESTIGATIONS QRAPINQ SUPLHVISION I'LRC TESTING LNVlRONMbNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT HIGHLAND DRIVE, CARLSBAD PAGE 19 OCTOBER 1,2003 floor surface cracks up to Ve-mch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute) This report should be considered valid for a period of one year and is subject to review by our firm following that time If significant modifications are made to your .tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision Vinje & Middleton Engineering, Inc , warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession No other warranty or representation, either expressed or implied, is included or intended Once again, should any questions arise concerning this report, please do not hesitate to contact this office Reference to our Job #03-387-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 Middleton CEG #980 Steven J Melzer RG #6953 DM/SMSS/SJM/jt Distribution Addressee (5) . Q CEG 930 JL * CERTIFIED | * \ ENGINEERING VINJE & MIDDLETON ENQINEERINQ. INC 2450 Vineyard Auenue, ECandida. California 92029 1229 • Phone (760) 743 12 14 • Few f 760} 739-0343 QEOTtCHNlCAL INVESTIGATIONS QRADINQ SUI'LRVISION I'CRC 1 CSTINQ ENV1RONMLNTAL INVESTIGATION TOPOI map printed on 09/26/03 from "SanDiego tpo" and "Untitled tpg" 117 35000° W 117 33333° W WGS84 11731667° W 5.^ !' •.< ^fVfiV ^Sf^WS^i^H.;/' HO, - - \^^^^^-^^^^I'^&M'^^^^^^^^^-M^™ :eanside Carlsbad ,~T/V V S^-' ->^** I -><s5^'5i'JL?** f'^l * ^.XT^ J. S. 1 ^ V " "1™-^ V^-^-=^^^r^-^ V" .m tntryCiub^ v r^/"^'^^ /^^^-F^; If : \^ 1 >; \ r ' / -^TIv1^!!^; '^V^' -;^^^*3>^^<^^^//Sj':/^.^''^^A|re'l? r^V'V"i\^\r .-^^&> yv) N^l IN x <\'^f^ t. 0"" 'JTV, .!f=^ '._">'! " ! " .'._„'—1.. u"iL-,~.. \..^'fl \ I .'v,-'ti._ > !. 11735000° W TOTMH 117 33333° W1 MIE WGSB4 117 31667° W 1000 FETT 500m Pnnled ftnm TOPOI ©1959 Wildflowei Pioductions (www lopo com) Geologic Ctoss-Seclion Approximate Limits oi Existing Fill Approximate Location ol Test Boring (By Ron Gutier, 1987) Approximate Location of Test Trench (By Ron Gutter, 1987) Approximate Limits ol Planned Storm Drain Realignment/Repair DC Q 2DC O CO Q LU CO O Q_ O DC 0- H < coOO;± CD I- 9O LLJ CO I C/D -COa DCa CO LU < Q- OCO LJJ OCO *-£Tt T PROPOSED WALLS WALL DRAINS IMUM J FEET TO OAVLIQHI O PROPOSED WAILS fVAiL DRAINS P,, Soli ft»ptlt 32o o"0m 3DmoOzw D3co 6z am CO QmO o g o COtt)Ienmo o 'Z. DArE OBSEH < ' t * LOGGED BY:* DEPTH IrEfVl5- 15- 20- -2S- ™ 00- 3S~ -10-CLASSIFICATIONGLOWS/FOOT7 5 i/pn M/7/87 JL*(=THOD OF DHILLJWO- 30 inch bucket aueer 4113 Ibs to 25'. 2981 Ibs to 47', 2168 Ibs to 70' R.G. RnouNO PI CVATION- 155± inn^TiOM* See Geotechnical Map UNDISTURBEDSAMPLEX X X BULK SAMPLEJOBHOJ GN-l MOISTURECONTENT (%)>uT = 0do. UI^ StiSSS - ^*fc •*n \ X BORING NO. tl- oescniPTioN Fill: Dark brown silty medium SAND, wet, loose contact: erosional, horizontal Bedrock: Linda Vista Formation: Red, brown medium SANDSTONE, slightly moist, dense, becomes coarse below 5' i contact : horizontal red pebble and cobble CONGLOMERATE, coarse sand matrix contact: horizontal, gradational below 21* becomes white contact: N75E, 2°E, erosional, undula- tory Santiago -Formation: White/brown silty fine SANDSTONE, slightly moist, dense. contact: horizontal grey SILTSTONE, contact: gradational, he yRTte~T!ne SANDSTONE, sTigh tly~ moTst ,~ <Ier contact: gradational, horizontal below 29* becomes silty @ 31* sharp horizontal erosional contact, iron staining contact: gradational, horizontal belowJ2 ' becomes fine to medium sands ton contact: horizontal, gradational, unduls "Gr ey /gr een" S ILTSTONE , slightly" moTsE, st3 1" thick discontinuous stiff clay seam at contact contact: horizontal, gradational - SOIL TEST undisturbed direct shear rizontal se a •tory Iff, . upper LOG OF BORING FIGURE: B.j PLATE 6 DATE OBSERVED LOGGED BY: R. G o DEPTH (TEETJ45- 50- ~ 55- 60- 85- 70- - 75- - BO-NQUVOIJISSVIOBLOWS/FOOT9 UNDISTURBEDSAMPLE• X - 11/7/87 up-mon OF nun i tun- 30 inch- bucket auger 4113 Ibs to 25', 2981 Ibs to 47', 2168 Ibs to 70' t nnniiMn PLPVATION- 155+ LOCATinw- See Geotechnical Map I 1I BULK SAMPLEX JOB N0_ GN-1 MOISTURECONTENT (%)COOQ. X X BORINO Nf)_ B-I „ (CONTINUED) DESCRIPTION White, fine to medium SANDSTONE, slightly moist, dense bedding: horizontal, gradational, undulatory 1" thick clayey silt seam bedding: horizontal, erosional, undulatory 5" thick siltstone bed contacts : horizontal , gradational » undulatory bedding: N55W, 6°E bedding: horizontal contacts: horizontal, -gradational "WhTte fine sandy SILTSTONE, slightly moist, stiff tfhi teTine SANDS TUNE, slightly moist, dense SOIL TEST j sieve, particle size analysis - LOG OF BORING FIGURE: B_2 PLATE 7 DATE OBSERVED: R.G p UJtu Xf-0.UJa - 80 85- 90- 95- 100- 105. 110- 115" 120-CLASSIFICATIONSLOWS/FOOTUNDISTURBEDSAMPLEH/7/87 MFTHOD OF DRfLLfNG 30 inch bucket auger GROUND El BULK SAMPLEJOB HO- GN_j^MOISTURECONTENT {*,)I5 i 4113 Ifas to 25', 2981 Ibs to 411, 2168 Ibs to 70' EVATION- 155± LOCATION- See Geotechnical Map RORlNfi NO. _B-1 (CONTINUED) DESCRIPTION White fine SANDSTONE, slightly moist, dense contacts: horizontal, undulatory, gra @ 831 clayey siltstone, 7" thick Total Depth 85' No water ' SOIL TEST dational - LOG OF BORING FIGURE: B_3 PLATES DAFE OBSERVED: 11/7/87 ucT«r.r. op npii LINO- 30 inch bucket auger , . . . 4113 Ibs to 25;, 2981 Ibs to 47', 2168 Ibs to 70' LOGGED BY- R.G. cnotiNn FL=VATION- 155 + i ncATiON* See Geotechnical Map Pu 1— . I UJ Q 10- 15— - 20- — * - 25- * 30- - 35- . - 40- O u. OT < J O Oou_ w uQ •^ 5 QUJ 03 UJcr_j '"S 2 X X UJ 0.^c w ^ 13en JOB N0_ GN-1 .-2 ^ ^**^ InUJ Oz20 O =5«^ <^_i</j•^z ™™a ^^. BORINO WO. B-2,., DESCRIPTION Fill: Dark brown medium SAND, very moist, loose Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense, roots in upper 12' below 15' red and dark brown medium sandstone bedding: horizontal contact: horizontal Santiago Formation; white fine SAND- STONE, slightly moist, dense contact: horizontal, gradational white brown pebble Conglomerate, slightly moist, dense, minor cobbles contact: N10W, A°E, undulatory, sharp white silty fine SANDSTONE, slightly moist, dense cross bedding: N55W, 8°N contacts: horizontal, gradational Total Depth 34' No water SOIL TEST 11 1 undisturbed H • ^11 I LOG OF BORING FIGURE: B-^H PLATE 9 . nATc AfUpnvF-n' , 10/23/87 i^Twrm r»e ami i iwn Hatachi Track Hoe 3r;(^Fp PY: R*G. ORCU'Nft £*• | i- LUj f *-a * a j s- f : t0- < ' -J o t-< \L CDn<-jo > > P> > > ^-OOu. « £ O-Joa • o UJg»-1=5On 3 u-j0.3<o X_J D X • X wC^-:sioz 20 " -v2as S?: — UJ ~^- pvAT»rtM I50i i ocAT>oN- Sgg Qe°T:p.chTlil rai Map TPRT PIT NO, 1 DESCRtPTION Fill: Red brown silty medium SAND, moist, loose ' @ 8* tree limb Topsoil?: Dark brown clayey SAND, moist, loose, slight organic odor, roots SOIL TEST Total Depth 25 '; No water OGGPH BY- E.G. r 1 - I : 15- 1 — - ;nnuwn K\ PVAT^H. ., \$Q+ i nr.ATioM. ?ee Geotechnical Mao (JOB NO. (;N_] • TFST PIT NO, ? , Fill: Red brown silty medium SAND, moist, loose contact: N60E. 60N Bedrock: Linda Vista Formation; Red coarse SANDSTONE, slightly moist, dense bedding: horizontal below 6* grades to light brown medium .sandstone NOTE: Fill exposed in northern half of pit to bottom @ 8-10f pipe, wire and debris in fill Total Depth 16' No water LOG OF TEST PIT (FIGURE TP-l PLATE 10 287 DRILLING Hatachi Track Hoe onnFD HY- R.G, rtnouNO Et PviTinw i OCAT»O« See Geotechnical Map ^ pJ UJ u. X4 £J °-f UJ^ Q J ' 1 j i j I , " . 4. i : ~ f of- 5o<-io - t-o u. CJ £ O m- o UJ cuj ^2£?<Qcn UJ_>t 2 03 a:-j=1 CD • ~ UJ— • §*~ VJ ^_ OZ 2O O > IT do. UJ**st-'OJ — UJ— n "v ^x TEST PIT wo 3 DESCRIPTION Fill: Red brown medium SAND, moist, loose contact; N60E, 60°N Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense bedding : horizontal below 6 ' grades to light brown medium sandstone NOTE: Fill exposed in northern half of test pit to bottom Q 12' concrete pieces in fill Total Depth 14' No water SOIL TEST FL PVATIOW- 1?0± t QCATinw. See Geotechnical Man ! I J L: |to^ <1 <- K, U __ > > > JOB NO ON- I TFST PIT MH. \ Fill: Red brown silty medium SAND, slightly moist, loose Bedrock: Linda Vista Fonaation;-Hed - brown coarse SANDSTONE, slightly moist, dense NOTE: Fill exposed in western portion of test pit to bottom Fill/bedrock contact: N35W, 50°W contact : horizontal , undulatory Santiago formation; -white brown fine to medium SANDSTONE, sliehtlv moist, dense Total Depth 21 ' No water • LOG OF TEST PIT (FIGUHE. TP-2 PLATE 11 f ** Mi*^ .;.•!- mi. §': Rib$ H 1 £«-•• P*TP fin<M=nurn 10/2^87 MFTHr,n Or nnii i tun Hatachi Track Hoe LonciFn BY- R.G. GROUND ELFVATIOM ISO+ lOCAT'ON- See Opotechniral Mao h- Ul U. t- LU Q - ~ 10- - IS- o *- ui « •<-1o - 1-o 0] £O-1 £Q a UJ rS 2S25o n 5 UJ_J 3<a _iofli • >ftluC n«-I-ZOT"f OZ 20o v iT aa. iu —sf-in _LJ x^^ ^s^ TEST PIT NO 5 DESCRIPTION Fill: Red brown medium SAND, moist, loose contact: NAOW. 75°E Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense bedding: horizontal below 71 grades to light brown medium sandstone Total Depth 11' No water SOIL TEST LOGGED BY* -R.G. GBouMD Ft FVATinu- , 150± i n^ATinw- See Geotechnical Mao 6- 15- JOB NO TPST PIT NO, & Fill: Red brown medium SAND, moist, loose contact: E-W, 63dS Bedrock: Linda Vista Formation; Red brown medium to coarse SANDSTONE, slightly moist, dense Total Depth 10' No -water -• LOG OF TEST PIT (FIGURE. TP-3 PLATE 12 r "TC no<;pflvED_ . 10/23/87 uFT"nn nr nan i iwn Hatachi Track Hoe 0 1 -r.^pp BY' R-Ct rtnniiMn FI evATinw 1 "50+ LOCATION See Geotechnical Map UJ ^a. UJr> • 0- - 5 "Z O h" O m CLA3h- O u. 05 *O O oUJ 3o! — <on UJ_j 2 03 _J Dm X • J In ^^ «soz20u n tt **"a"s> -JOT = yj • TF-^T PIT N0_ 7 DESCRIPTION Fill: Red brown silty medium SAND, slightly moist, dense contact: N45E, 50°W Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense NOTE: Fill exposed in west portion of test pit to bottom @ 3* wire and debris Total Depth 12' No water SOIL TEST • • 1 sieve, particle size analysis C 0 .-1 1 OB fiPp RY-..,RT.Pt.,. fiROUMn t=i pvxririy. , 150± i rtr-ATiow- See Geotechnical Map t~ - Vc NO. c;N_! TPRT PIT MO 8 Fill : Dark brown silty medium SAND, moist, loose contact: N25E. 75W Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense below 7' grades to light brown medium sandstone Total Depth 14' No water consolidation, re- molded direct shear expansion, moisture density, sieve particle size analysis (fill) LOG OF TEST PIT JFIGURE TP_4 PLATE 13 OATp' OHSFftVED: „ ,, 10/?3/P7 uerunn nF noil 1 l«fl Hafarhl Tr-art Hoc LOr.HFD RY- , RrGt r.nnilWD El rVATinN 1 SO+ LOCAT'ON- RPP ^PHhoo^rn n^l Map plil u. zf- LUO 5- - - 15- O t- (J u. m < O I—O u. «2:O 03 QUl ^32<a n = Ulj D jj_t a ^X^ • ~ UJ« §x^LiJ or 20u >•£ OCL UJ <£_J(73 — Q ^-^^ TFRT PIT NO. 9 DESCRIPTION Fill: Dark brown silty medium SAND, moist, loose contact: E-W, 60°S Bedrock: Santiago Formation; white brown medium SANDSTONE, slightly moist, dense crossbedding: horizontal Total Depth 11' No water '' ' SOIL TEST LORRED RY- ._^-P:.., GPOUNO F! FU*T1OM- , 1?P- 1 nr.ATtnN* SPP CJ^pf-prhn-i pal Map 5- l-O- 15- JOB NO. (;N_j TFST PIT NO. 10 Fill: Dark brown silty medium SAND, moist, loose- contact: N40W* 75 °W Bedrock: Linda Vista Formation; Red brown medium to coarse SANDSTONE, slightly moist, dense fracture plane: N35W, 78°W Total Depth 11' No water - LOG OF TEST PJT |FIGURE TP_5 PLATE 14 RETAINING WALL DRAIN DETAIL Typical - no scale drainage *— Waterproofing Perforated drain pipe Granular, non-expansive backfill Compacted Filter Material Crushed rock (wrapped in filter fabric) or Class 2 Permeabte Material (see specifications below) Competent, approved soils or bedrock SPECIFICATIONS FORCALTRAN5 CLASS ^ pERMEABte MATERIAL (68-1 025) tl,S STANDARD SIEVE SIZE % PASSING 1- 3/4- 3/8 Mo, 4 Wo 8 No 30 *Jo 50 No 200 100 90-100 40-100 25*40 16-33 5-15 0-7 0-3 Sand Equivalent > 75 CONSTRUCTION SPECIFICATIONS: 1 Provide granular, non-expansive backfill soil in 1 1 gradient wedge behind wall Compact backfill to minimum 90% of laboratory standard 2 Provide back drainage for wall to prevent build-up of hydrostatic pressures Use drainage openings along base of wall or back drain system as outlined below 3 Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down Drain to suitable outlet at minimum 1% Provide3/^'- I1/2n crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent) Delete filter fabric wrap if Caltrans Class 2 permeable material is used Compact Class 2 material to minimum 90% of laboratory standard 4 Seal back of waff with waterproofing in accordance With architect's specifications 5 Provide positive drainage to disallow ponding of water above wall Lined drainage ditch to minimum 2% flow away from wall is recommended * Use 1 y-i 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 15 ISOLATION 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 16 APPENDIX A I ENSAR® Geognds are a proven technique for building steep reinforced slopes without steep prices—for better and more profitable land use in a wide number of applications. This guide covers the recommended steps for installation of TENSAR Geognds in reinforced slopes. Figure 1: A lonsar Remrorced Slope This guide is lor illustration and not lor design or specification pur- poses See disclaimer on page 6 The guideline covers (a) tools required, fb) cutting geogrid strips to the required lengths, (c) site excavation, (d) drainage, (e) placement of uniaxial geogrids, (f) fill placement and compaction, (g) intermediate reinforcement, (h) protection of the finished slope against erosion, and (i) special instructions foi biaxial geognds El Circular saw. K3 Sawhorses and plywood to construct a work table to cut geognds IS Steel pipe for unroiiing geognds on work table, E3 Hog ringer with boxes of hog rings—optional B8f Steel "U" pins for securing geogrid to ground— optional 53 Spray paint (one color for each type of geognd, if more than one grade is used) than one type of geogrid is specified (FIGURE 2) ^ Cut geognds to lengths shown on the construc- tion Drawings Never cut the heavy ribs that span the width of the roll S3 An easy way to cut the geogrid is on a work table using a circular saw (FIGURE 3) S3 As each length of material is cut, mark and tag it according to length and type, and stockpile it ror later use @ You may want to join several precut geognd strips together side-by-side using hog-rings (FIGURE 4) This step can increase the speed of subsequent geogrid placement and is most often used on farge projects Tagging stnps or units of joined strips with the elevation and station can aiso speed construction The correct geogrid type and lengths must be used at each lift level according to the project design El Color code the ends of the geognd rolls if more : Joining Geognd Strips2: Color Coding Geognd Rolls fS txcavate to lines and grades as shown on the construction drawings or as directed by the Engineer K3 Benching the backcut into competent soil is recommended to improve stability (FIGURE 5) 3— E;j Install drainage sysiem according to the con- struciion drawings Use TENSAR® Drainage Composite DC1200 as specified in the draw- ings (see inset, FIGURE 5) Figure 5: Benching The Backcut St&p 4—Placement of Primary Gsogrids E3 Uniaxial geognds are most often specified as 'primary' reinforcement and biaxial-geognds are typicaliy used as 'secondary' reinforcement The uniaxial geognd is supplied in roll widths of 33ft (1m) or 4 3 ft (13m) Use of biaxial geo- gnds as primary reinforcement is discussed on page 6 £$ Piace geognd strips perpendicular to slope face (FIGURES) ES Geognd strips should extend back from the slope face to tne distance specified on the con- struction drawings 3 Geogrid strips must be placed at the elevations shown on the construction drawings 2? Adjacent geognd strips should be butted together side-by-Side without overlap (NOTE A small overlap may be specified for wrap-around construction—check the construction drawings) Figure B- Placing Geognd Strips Ste® 5- & Fill can be placed and spread directly upon the geognds If fill placement techniques warrant, the geognds can be secured in place to prevent movement during fill placement Use pins, sta- ples, sandbags, small piles of soils, etc £3 Place the fill material onto the geognds with rubber-tire scrapers (FIG LIRE 7), dump trucks, or front end loaders, or push fill material onto the geognds with a dozer 3 Spread and level the soil (FIGURE 8) DO NOT DRIVE TRACKED VEHICLES ON THE UNCOVERED GEOGRIDS. 35 Compact the soil to specification using standard compaction equipment and procedures (FIG- URE 9) Lift thickness should be great enough to ensure that sheepfoot will not corne in direi contact with geognd, where applicable Obd lengths of geognd rolls can be utilized b\ overlapprhg the ends to a length specified in t construction drawings A minimum of 3-mche of fill soil must be placed between the over- lapped ends For curved slopes, place geognd lengths as shown on the construction drawings Notify th project engineer if the gap between adjacent geognds is greater than 6 inches Typically, g£ grids are butted at the narrow end of the curve and fan out at the wide edge of the curve (FIG URE 10} However, overlaps may be specified on some projects with tighter curves Figure 7: Placing Fill Figure 8: Spreading And Leveling -igure 9: Compaction Figure 10: Placing Geognas On Curves •'•""""" »mEmn A biaxial geognd, usually 3 ft (1m) or 4.5 ft (1 5m) wide, is typically specified to be placed on every, or every other, soil lift to aid in achiev- ing compaction near the slope face and to pro- vide intermediate reinforcement The biaxial geognd is supplied in roll widths of 3 meters (9 8') or 4 meters (131') ) Place geognds used as intermediate reinforce- ment parallel to the slope face and 10 the speci- fied embedment length (FIGURE 11) Fill can be spread directly upon the geognd Spread and level the fill DO NOT DRIVE TRACKED VEHICLES ON THE UNCOVERED GEOGRJDS Compact soil per specifications Biaxial geogri'd may be cut or folded to conform to horizontal curves SI Grade the top of the completed slope to ensure water runoff is directed away from the face of the new slope Positive drainage must be pro- vided so that water does not pond 3 Place TENISAR® Erosion Mat in position on the face of the slope and pin down (FIGURE 12). SEE THE TENSAR EROSION MAT INSTALLATION GUiDE FOR CORRECT PLACEMENT DETAILS El A geognd wrap-around detail can be utilized for slopes with angles—greater than approximately 1H 1V (45) Wrap-around slopes are shown in FIGURES 13 and 14 Figure 11: intermediate Reinforcement 12: Installing Erosion Mat ^Q <ia! Geognd-Faced Slope Figure 14: Biaxial Geognd-Faced Slope — Figure 15: Perpendicularly Placed Biaxial Geognds Spec/a/ instructions for Biaxial Geognds IP Biaxial geognds are sometimes used as pri- mary reinforcement. The biaxial geognds typi- cally have different design tensile strengths in the along-tne-roll and the across-the-roll direc- tions Therefore, it is important to install the biaxial geognd in the orientation indicated on the construction drawings Sa If the biaxial geognd strips are placed perpen- dicular to the slope face it is not necessary to overlap adjacent strips (FIGURE 15) However, if the geognd strips are placed parallel to the slope face, adjacent strips should be over- lapped (FIGURE 16) as indicated on the con- struction drawings Rolf ends can also be overlapped, to minimize waste, as indicated on the construction drawings For additional copies of this installation guide (IG-SR1-1V87). write to The Tensar Corporation 1210 Citizens Parkway Morrow, GA 30260 CAUTION Design and construction details vary from project to project The Contractor should carefully follow each project's construction draw-ings and specifications This guide provides only general instruct ions If discrepancies exist between this guide and a project's drawings and specifications, the Contractor should follow the project documents We also recommend thatthe Contractor bring any discrepanciesto the attention of the Project Engineer The Tensar Corporation makes no warranty, expressed or implied, concerning theproducts described in this guide or their quality, performance,merchantability, or ftlness for any particular purpose Figure 13: Parallel Placed Biaxial Geognds TENSAR Geognds are distributed throughout the United States by Contech Consiructjon Products Inc For more information on TENSAR designs and applications, contact your Contech representative or the Contech Construction Products ofuce nearest you CONSTRUCTION PRODUCTS INC Contech Construction Products Inc Dept LCP-0386 PO Box 800 Middletown, Ohio 45042 1-SOO-338-1122 District Ofrtces are in the following cities Atlanta, GA 30359 PO Box 49526 40^/325-0814 Houston, TX 77024 820 Gessner, Sune 855 713/973-9908 Indianapolis, IN 46250 8604 Allisonville Rd 317/842-7766 Memphis, TN3S157 5050 Poplar Avenue Suite 1028 901/761-3446 Oak Brook, IL 60521 1200 Harger Road Suite 707 312/573-1110 Palmer, MA 01069 Fenton St 413/283-7511 Raleigh, NC 27609 4700 Homewood Court 919/781-8540 San Bernardino, CA 92408 1585 South DSt Suite 203 714/885-8800 Topeka.KS 66614 5942 S W 29th 913/273-5950 Wheat Ridge, CO 80033 Suite 195, Bldg I 4891 independence St 303/431-8999 Sales Offices are in principal cities SM9B7 Tfie Tensar Corporation Tensar 'S s rsgis's-ed iradernart' IG SRi 11 67 Printed mU S A rJ g I LU M ui < 3203 13O D O <a h- T- UJ J <-S V3 g _,> -> ju •0gc^ 'fe) cf T^C '"X ^!Q °j5^ — V T M >^ V- "^5 ^fc \