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Home My WebLink About2819 CAZADERO DR; ; CB044402; Permit02-04-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No: CB044402 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Area: 2819 CAZADERO DR CBAD RETAIN 2153204500 Lot #: $9,824.00 Construction Type: 0 NEW Status: Applied: Entered By: Plan Approved: Issued: PAUL DEVELOPMENT 2 RETAIN WALL 1/319SFC-11 SDRS, 2ND IS 295 SF KEYSTONE WALL Applicant: AUL DEVELOPMENT 2954 HAWKS EYE PL 92009 918-9552 Owner: CAZADERO HOMES INC 2954 HAWKS EYE PL CARLSBAD CA 92009 ISSUED 12/07/2004 SB 02/04/2005 02/04/2005 Plan Check#: Inspect 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 $99.69 $0.00 $64.80 $0.00 $1.00 $0.00 $0.00 $0.00 $0.00 $165.49 Total Fees:$165.49 Total Payments To Date:$64.88 Balance Due:$100.61 DING IN STORAGE ATTACHED 1207 02/04/05 0002 01 02 CGF" 100.61 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 procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code 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 lees/exactions of which you have previously been given a NOTICE similar to Ihis^or as to which the statute o( limitations has previously otherwise expired. APPLICAICITY OF CARLSBALTBUI1635 Faraday Ave., Carlsbad, CA 92008ffi&)ECt INFORMATION&;FOR OFFICE USEPLAN CHECK NOEST. VAL.£Plan Ck. DepositValidated BDate I "7 p M.Address (include Bldg/Suite ft).Legal Description Business Name (at this address).Lot Mo. f Subdivision Name/rJumber •'Unit No.Phase Na^Assessor's Parcel #Existing Use Proposed UseDescription of Work2. CONTACT PERSON {if different from applicant)-SerfnT..Jyf OiurtPs « ef Dadrewtts Dtrthreernc Name Address City #;^''^APPLICANT Q Contractbc, J P: Agent for' Contractor D;Owner D Agentfor Owner State/Zip Telephone #Fax Address City State/Zip Telephone # Name Address / City State/Zip Telephone # SiH CONTRACTOR ^COMPANYNAME •"' (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. 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 [S500J1. ~Name State License # Address License Class City State/Zip City Business License ft Telephone # Designer Name State License * 6. rwqftKERS^ dOMPENSATION . £. S. ' ' Address VV 3 ^ & City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D 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. O 1 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's 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 [$100] OR LESS) n 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 DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: l~l 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). H I, 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). O I am exempt under Section Business and Professions Code for this reason: 1. 1 personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES C]NO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number):__ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work):_ PROPERTY OWNER SIGNATURE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ^ONtY 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? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES Q NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? D YES d NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8,: : /CONSTRUCTION LENDING: AGENCy I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097li) Civil Code). *?oZ^-^K LENDER'S NAME "7<2./*i -G-C-ulG. I/£^U &hf\/f LENDER'S ADDRESS /£ ? 5k&eWL* ^J,51ll4lf 3J/ BnCt^'AttSi C A~ ~ ~~ " I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City 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 permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by trie 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 or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a periodof 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE — "?- 0 */ WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 10/20/2005 Permit* CB044402 Title: PAUL DEVELOPMENT 2 RETAIN WALL Description: 1/319 SF C-11 SDRS, 2ND IS 295 SF KEYSTONE WALL Inspector Assignment: PY 2819 CAZADERODR Lot 0 Type: RETAIN Sub Type: Job Address: Suite: Location: APPLICANT PAUL DEVELOPMENT Owner: Remarks: CAN YOU FINAL? Phone: Inspector: Total Time: CD Description 69 Final Masonry Act Comment Requested By: CW Entered By: CHRISTINE Associated PCRs/CVs Inspection History Date Description Act Insp Comments 07/01/2005 66 Grout AP PD DRAINS ALSO 06/24/2005 61 Footing AP PY RETAIN WALL AT REAR OF HOUSE EsGil Corporation In Partnership with government for 'BuiCding Safety DATE: December 21, 2004 QAPPUOANT JURISDICTION: Carlsbad " Q~PLAN REVIEWER a FILE PLAN CHECK NO.: 04-4402 SET: H PROJECT ADDRESS: 2819 Cazadero Dr. PROJECT NAME: Retaining Wall /<] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Kurt Culver Enclosures: Esgil Corporation D GA D MB D EJ D PC 12/21/04 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership witfi government for ftuitding Safety DATE: December 16, 2004 Q APPLICANT JURISDICTION: Carlsbad U PtANREVIEWER Q FILE PLAN CHECK NO.: 04-4402 SET: I PROJECT ADDRESS: 2819 Cazadero Dr. PROJECT NAME: Retaining Wall The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Ronald Paul 2954 Hawks Bye PI. Carlsbad 92009 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: Ronald Paul Telephone #: (760) 918-9552 Date contacted: fZ/WWCbyqj^ Fax #: Mail I/Telephone (/Tax j^ffperson REMARKS: By: Kurt Culver Enclosures: Esgil Corporation D GA D MB D EJ n PC 12/9/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 Carlsbad 04-4402 December 16, 2O04 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2819 Cazadero Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/9/04 REVIEWED BY: Kurt Culver PLAN CHECK NO.: 04-4402 DATE REVIEW COMPLETED: December 16, 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 O4-44O2 December 16, 2004 1. Please provide specific structural calculations for the keystone wall to be used at this site (more thanjust catalog cut sheets). 2. Please provide the project soils report for this site. 3. Each sheet of the plans must be signed/sealed by the licensed designer. 4. 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 Esgil Corporation. Thank you. Carlsbad 04-4402 December 16, 2004 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 2819 Cazadero Dr. PLAN CHECK NO.: 04-4402 DATE: December 16, 2004 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 ($) 9,824 9,824 $99.69 Plan Check Fee by Ordinance Type of Review: D Repetitive Fee Repeats Complete Review D Other -. Hourly D Structural Only Hour* Esgll Plan Review Fee $64.80 $55.83 Comments: Sheet! of 1 macvalue.doc City of Carlsbad ^ MMM^MWH^HV^MH^^^^V^^HH^^^^^^H^H^^^HMPublic Works — Engineering BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER: CB () ' T 7 ^ BUILDING ADDRESS: PROJECT DESCRIPTION: Retaining Wall ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. By:Date: DENIAL Please see/tfie attached report of deficiencies marked^/ith DMake necessary corrections to plans or scfftj^ficjitiens for compliance with applicable codes and standards. Submit corrected plans and/oVsoecifications^o}his office for review. 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\DOCS\CHKkST\Retainfnfl Wai Building Planctwck Ckfet Form KF.doc 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (760) 6O2-272O • FAX (76O) 6O2-8562 BUILDING PLANCHECK CHECKLIST RETAINING WALLS Q Q 3 XXQ /"I. provide a fully dimensioned site plan drawn to scale. Show: / A. North Arrow D. Easements B. Existing & Proposed Structures E. Retaining Wall (dimensioned from street) ^(location and height) C. Property Lines Q 2. Show on site plan: A. Drainage Patterns B. Existing & Proposed Slopes C. Existing Topography Q 3. 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 4. Project does not comply with the following Engineering Conditions of approval for Project No. Conditions were complied with by:Date: Q MISCELLANEOUS PERMITS 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. Pagel H:\WORD\QOCS\CHKLST\RetalnifXj Wai BuUdlng PlanchecK CWist Form OR.** PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS DATE /P -If-of REStDBNTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER VERDURA™ RETAINING WALL STANDARD DESIGN For wall heights of 3 to 8 feet ICBO Report No. 5515 Prepared By Southern California Geotechnical, Inc 1260 North Hancock Street Suite 101 Anaheim, California The Verdt/ra™ Wall The Verdure'™ wall by Soil Retention Products, Inc of Oceanside, California can be constructed as a gravity retaining structure or a geosynthetic reinforced segmental retaining wall, depending on the desired height. Walls with exposed heights of 3 feet or less may be constructed with either Verdura™ 10 or Verdure™ 30 blocks without geosynthetic reinforcement. In most municipalities building permits and engineered designs are typically not needed for walls with exposed heights of 3 feet or less and no surcharges (check with your local building department). Walls with exposed heights greater than 3 feet must be constructed with Verdura'™ 30 blocks and Posi-Dura geosynthetic reinforcement. Walls with total heights greater than 8 feet must be designed for specific site conditions by a qualified geotechnical engineer. Please contact Soil Retention Products for more information on this condition. This design manual is for walls with total heights of 3 to 8 feet constructed with Verdura™ 30 blocks and Posi-Dura geosynthetic reinforcement. This wall system is also documented by the ICBO Evaluation Service in Report No. 5515. This system acts as an earthen buttress to resist lateral soil forces. Conventional retaining walls typically constructed as reinforced concrete cantilever type structures must resist all lateral forces through their foundations. Foundations are not necessary for the Verdura™ 30 retaining wall, although a gravel leveling pad can be used when the underlying soils consist of lower strength soils. The construction sequence of the Verdura™ 30 retaining wall allows block and reinforcement placement concurrent with backfill placement. There is no waiting time for concrete and/or masonry to cure for the necessary strength. The stacked Verdura™ 30 block fagade also allows planting of the wall face between blocks. A planted wall is not only more aesthetically pleasing, but is essentially "graffiti-proof. The open nature of the wall face also prevents the possibility of hydrostatic pressure build-up due to trapped water. Conventional retaining walls must be waterproofed and provided with an extensive drainage system to prevent the build-up hydrostatic pressure and to avoid salt deposition on the wall face. The Verdura™ 30 retaining wall construction methods allow great flexibility including placement along both horizontal and vertical curves. These techniques avoid costly foundation stepping and complicated reinforcement. The Verdura™ 30 retaining walls can also be constructed in a tiered configuration to allow larger landscaping configurations. Proper planning of the wall is imperative to a successful project. Planning will allow you to determine accurate cost and time estimates for wall construction. Planning of the wall should include the following: • Determination of site geometry, maximum height, and calculation of wall face square footage. • Preparation of site and wall plans. • Obtaining any necessary permits from local building authority. • Classification of site soils by a qualified engineer. • Design of wall based on Design Manual or by qualified engineer. • Create a materials list for blocks, Posi-Dura geosynthetic reinforcement, drainage rock and pipe, and filter fabric. • Retention of a qualified engineer to perform soil compaction testing and inspection services during wall construction. Design Checklist 1. Wall Height Based on the proposed location of the retaining wall, determine the desired exposed height and the total height. Exposed Height (H') = _ feet Embedment (Hemb) = _ feet (The required embedment for all walls with exposed heights greater than 3 feet is 1 foot). Total Height (H) = feet 2. If the exposed wall height is greater than 3 feet, a building permit is likely required. A building permit may be required for lower heights as well. Check with the local building department. 3. Determine soil type in accordance with Table 18-l-A of the Uniform Building Code. Excerpts from the 1997 Uniform Building Code are attached. Soils to be used in the Posi-Dura geosynthetic reinforced zone should consist of Class 3, 4, or better. Class 5 soils (clays and silts) are allowed in the retained zone (behind the Posi-Dura geosynthetic reinforced zone) only. Class 5 soils may not be used in the Posi-Dura geosynthetic reinforced zone. When more than one soil type is involved, the more conservative (higher Class number) shall govern. 4. Determine the type of wall based on the geometry of the cross section and any surcharge loading conditions in accordance with Figure 1. 5. Use appropriate design table to determine necessary spacing and length of Posi- Dura reinforcement. Posi-Dura Installation Guidelines The construction of the Verdura™ 30 Retaining Wall with Posi-Dura Reinforcement is generally the same as the method presented in the Verdura™ color brochure. The required embedment and the addition of the Posi-Dura Reinforcement are the only significant differences from this procedure. The following guidelines are intended as a supplement to the Verdure™ 30 color brochure when using the standard designs in this manual. 1. Determine the required spacing of the Posi-Dura Reinforcement. In general, Posi-Dura reinforcement layers will be installed in every third course of blocks as depicted in Figure 1. Near the top of the wall, a maximum of four Verdura™ block courses may be placed above the last (or highest) reinforcement layer. 2. Each Verdura™ block in a reinforced course shall receive a Posi-Dura Reinforcement. The length of the Posi-Dura Reinforcement is determined by the design tables and may be measured, cut, and installed as indicated on Figure 2. 3. 1 inch diameter Schedule 80 PVC pipe shall be used to anchor the Posi-Dura Reinforcement to the Verdura™ block. The pipe is simply inserted through the sleeve on the Posi-Dura Reinforcement and placed in the recess of the block between gussets prior to backfilling. 4. An additional 1 inch diameter Schedule 80 PVC pipe shall be used to provide anchorage capacity for the Posi-Dura Reinforcement within the upper 2 feet of compacted fill soils. This pipe is inserted through the rear sleeve on the Posi-Dura Reinforcement and surrounded with compacted fill soils near the backcut. 5. Posi-Dura Reinforcement layers should have a uniform length for each section of wall with a fixed height. 6. During installation of a reinforced course: • Place blocks on previous course and align. • Cut Posi-Dura Reinforcement geosynthetic to required length. • Insert Schedule 80 PVC pipes through front and rear sleeves of geosynthetic. (rear pipe anchorage required for upper 2 feet only) • Place one end of assembly with the Schedule 80 PVC pipe in the recess of the block between gussets and pull geosynthetic tight behind blocks towards the backcut. • Opposite end of geosynthetic may be staked in place or held taut until backfill soils are placed on top of Posi-Dura Reinforcement. CASE I LEVEL BACKFILL NO SURCHARGE CLASS OF SOIL per UBC 3 GW and GP 4 SW, SP, SM, SC, GM, and GC 5 CL, ML, MH, and CH TOTAL WALL HEIGHT (H) (feet) INCLUDING EMBEDMENT 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 EXPOSED WALL HEIGHT (H1) (feet) 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 EMBEDMENT DEPTH (Hemb) (feet) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NUMBER OF POSl-DURA LAYERS 2 3 3 4 2 3 3 4 2 3 3 4 LENGTH OF POSl-DURA REINFORCEMENT (feet) 3.5 4.5 4.5 5.5 3.5 4.5 5.5 6.5 3.5 4.5 5.5 6.5 MAXIMUM EXPOSED HEIGHT (H') = 7.1 FT MAXIMUM TOTAL HEIGHT (H) = 8.1 FT. MINIMUM EMBEDMENT - 1.0 FT. -1 MIRAFI HS667 GEQSYNTHETIC REINFORCED ZONE {CLASS 3 OR 4 SOILS ONLY) MIRAFl HS667 GEOSYNTHETIC, MIRAFI HSB67 GEQSYNTHETIC / URAFI HS667 GEOSYNTHETIC, IN. DIAMETER 50LICL2% MIN L.PVC_ .OUTLET-PIPES... ON 30 FT. CENTERS FOUNDATION ZONE RETAINED ZONE (CLASS 3, 4 OR 5 SOILS) -8ACKDRAIN: 12IN. X 12 IN. ROCK SURROUND BY FILTER FABRIC WTH 4 IN. DIAMETER PVC PERFORATED PIPE OR AS RECOMMENDED BY GEOTECHNIQAL ENGINEER Typical Cross Section Through Maximum Height NOT TO SCALE CASE II LEVEL BACKFILL TRAFFIC SURCHARGE = 200 psf CLASS OF SOIL per UBC 3 GW and GP 4 SW, SP, SM, SC. GM, and GC 5 CL, ML, MH. and CH TOTAL WALL HEIGHT (H) (feet) INCLUDING EMBEDMENT 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 EXPOSED WALL HEIGHT (H1) (feet) 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 EMBEDMENT DEPTH (Hemb) (feet) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NUMBER OF POSI-DURA LAYERS 2 3 3 4 2 3 3 4 2 3 3 4 LENGTH OF POSI-DURA REINFORCEMENT (feet) 3.5 4.5 4.5 5.5 3.5 4.5 5.5 6.5 3.5 4.5 5.5 6.5 TRAFFIC SURCHARGE LIVE LOAD q = 200 psf MAXIMUM EXPOSED HEIGHT <H'} = 7.1 FT MAXIMUM TOTAL HEIGHT (H) = 6 1 FT. MINIMUM EMBEDMENT = 1.0 FT. -I MIRAFI H5667 GEOSYNTHETIC / REINFORCED ZONE /(CLASS 3 OR 4 SOILS ONLY) / MIRAFI H5667 GEOSYNTHETIC / MIRAFI HSG67 GEOSYNTHETIC/' 'MIRAFI HS667 GEOSYNTHETIC RETAINED ZONE(CLASS 3. 4 OR 5 SOILS) IN. DIAMETER SOLIO,2% MIN. OUTLET. PIPES ON 30 FT. CENTERS :BACKDRA!N: 12IN. X 12 IN. ROCK SURROUNQ BY FILTER FOUNDATION ZONE FABRIC WITH 4 IN. DIAMETER Pyc PERFORATEDPIPE OR AS RECOMMENDED Br GEOTECHMICAL ENGINEER. Typical Cross Section Through Maximum Height NOT TO SCALE CASE III 2:1 SLOPING BACKFILL CLASS OF SOIL per UBC 3 GW and GP 4 SW, SP, SM, SC, GM, and GC 5 CL, ML, MH, and CH TOTAL WALL HEIGHT (H) (feet) INCLUDING EMBEDMENT 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 7.0 to 8.0 EXPOSED WALL HEIGHT (HJ) (feet) 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 3.0 to 4.0 4.0 to 5.0 5.0 to 6.0 6.0 to 7.0 EMBEDMENT DEPTH (Hemb) (feet) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NUMBER OF POSI-DURA LAYERS 2 3 3 4 2 3 3 4 2 3 3 4 LENGTH OF POSI-DURA REINFORCEMENT (feet) 4.5 5.5 6.5 7.5 5.5 6.5 7.5 8.5 6.5 7.5 9.5 10.5 MAXIMUM EXPOSED HEIGHT (H1) = 7.1 FT MAXIMUM TOTAL HEIGHT (H) = 8.1 FT. MINIMUM EMBEDMENT - 1.0 FT. J REINFORCED ZONE (CLASS 3 OR 4 SOILS ONLY)MIRAFI HS667 GEOSYNTHETIC——— ~—^— — / RETAINED ZONE / (CLASS 3. 4 OR 5 SOILS) MIRAFI HS667 GEOSYNTHETIC ' MIRAFI HS667GEOSYNTHETICr IN. DIAMETER 50110,2% MIN~ LP.VC OUTLET _PIPES ON 30 FT. CENTERS 'BACKDRAIN: 12IN. X 12 IN. ROCK SURROUND BY FILTERFOUNDATION ZONE FABRIC WITH 4 IN. DIAMETER PVC PERFORATEDPIPE OR AS RECOMMENDED BY GEOTECHNICAL ENGINEER. Typical Cross Section Through Maximum Height NOT TO SCALE Limitations The designs presented herein are based on the use of the specified products manufactured by Soil Retention Products, Inc. and general soil types identified by the1997 Uniform Building Code. It is the responsibility of the user of this design manual to verify the actual site soil conditions, and to construct the wall in accordance with this manual. A qualified geotechnical engineer may be retained to determine the soil type and any other geotechnical condition which may affect the design and stability of the wall and surrounding area, and to provide inspection services on a continuous basis during wall construction. The geotechnical engineer or his appointed representative shall observe and verify the installation of Verdura™ blocks, geosynthetic reinforcement, and compaction of fill soils. All fill soils should be compacted to at least 90% of ASTM 1557 maximum dry density. The user of this design manual or his representatives agree, to the fullest extent permitted by law, to limit the liability of Soil Retention Products, Inc. and Southern California Geotechnical, Inc. for any and all claims, losses, cost, damages of any nature whatsoever or claims expenses from any cause or causes, so that the total aggregate liability of Soil Retention Products, Inc. and Southern California Geotechnical, Inc. shall not exceed $1,000.00, or the cost of the wall materials, whichever is less. Such claims and causes include, but are not limited to negligence, professional errors or omissions, strict liability, breach of contract or warranty. The user of this design manual or his representatives also agree to fully protect, indemnify, hold harmless and defend Soil Retention Products, Inc. and Southern California Geotechnical, Inc., their principals, officers, employees, and agents from and against any and all loss, cost, damage, injury, liability claims, liens, demands, taxes, penalties, interest or causes of action of every nature whatsoever resulting from the use of this design manual. Excerpts From 1997 UBC Chapter 18 TABLE 18-I-A - ALLOWABLE FOUNDATION AND LATERAL PRESSURE CLASS OF MATERIALS1 1 . Massive crystalline bedrock 2. Sedimentary and foliated rock 3. Sandy gravel and/or gravel (GW and GP) 4. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC) 5. Clay, sandy clay, silty clay and clayey silt (CL, ML, MH and CH) ALLOWABLE FOUNDATION PRESSURE (psf)2 x 0.0479 for kPa 4,000 2,000 2,000 1,500 1.0007 LATERAL BEARING LBS./SQ./FT./FT. OF DEPTH BELOW NATURAL GRADE3 x 0.157 for kPa per meter 1,200 400 200 150 100 LATERAL SLIDING" Coefficient5 0.70 0.35 0.35 0.25 Resistance (psf)° x 0.0479 for kPa 130 'For soil classifications OL, OH and PT (i.e., organic clays and peat), a foundation investigation shall be required. 2AH values of allowable foundation pressure are for footings having a minimum width of 12 inches (305 mm) and a minimum depth of 1 2 inches (305 mm) into natural grade. Except in Footnote 7, an increase of 20 percent shall be allowed for each additional foot (305 mm) of width or depth to a maximum value of three times the designated value. Additionally, an increase of one third shall be permitted when considering load combinations, including wind or earthquake loads, as permitted by Section 1612.3.2. May be increased the amount of the designed value for each additional foot (305 mm) of depth to a maximum of 1 5 times the designated value. Isolated poles for uses such as flagpoles or signs and poles used to support buildings that are not adversely affected by a 14-inch (12.7 mm) motion at ground surface due to short-term lateral loads may be designed using lateral load bearing values equal to two times the tabulated values.4Lateral bearing and lateral sliding resistance may be combined. Coefficient to be multiplied by the dead load.6Lateral sliding resistance value to be multiplied by the contact area. In no case shall the lateral sliding resistance exceed one half the dead load. 7No increase for width is allowed. Excerpts From Unified Soil Classification System D2487 TABLE 1 - SOIL CLASSIFICATION CHART Criteria for Assigning Symbols and Group Names Using Laboratory Tests'' Soil Classification Group Symbol Group Name COARSE-GRAINED SOILS More than 50% retained on No. 200 sieve Gravels More than 50% of coarse fraction retained on No. 4 sieve. Clean Gravels Less than 5% fines0 Cu a: 4 and 1 < Cc < 3fc GW Well-graded gravel Cu < 4 and/or 1 > Cc>3c GP Poorly graded gravel Gravels with Fines Fines classify as ML or MH GM More than 12% fines0 Silty gravel Fines classify as CL or CH GC Clayey gravel Sands 50% or more of coarse fraction passes No. 4 sieve Clean Sands Less than 5% fines0 Cu s 6 and 1 < Cc £ 3>SW Well-graded sand Cu < 6 and/or 1 > Cc > 3 SP Poorly graded sand Sands with Fines More than 12% fines0 Fines classify as ML or MH SM Silty sand Fines classify as CL or CH SC Clayey sand FINE-GRAINED SOILS 50% or more passes the No. 200 sieve Silts and Clays Liquid Limit less than 50 Inorganic PI > 7 and plots on or above "A" linej CL Lean clay"*1 PI < 4 or plots below "A" linej ML Silt' Organic Liquid limit - oven dried Liquid Limit - not dried <0.75 OL Organic day*t- Organic sllf-t'HU Silts and Clays Liquid limit 50 or more Inorganic PI plots on or above "A" line CH Fat clay*-1"* PI plots below "A" line MH Elastic silt*-L'M Organic Liquid limit - oven dried Liquid limit - not dried <0.75 OH Organic clay*-1"* Organic silf-L'M'u HIGHLY ORGANIC SOILS Primarily organic matter, dark in color, and organic odor PT Peat Based on the material passing the 3-in. (75- mm) sieve.B If the field sample contained cobbles or boulders, or both, add" with cobbles or boulders, or both" to group name.0 Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with clay GP-GC poorly graded gravel with clay °Sands with 5 to 12% fines require dual symbols: SW-SM well graded sand with silt SW-SC well graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay Cc = (Qao)_Cu = F If soil contains > 15% sand, add "with sand" to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. If fines are organic, ad "with organic fines" to group name. ' If soil contains > 15% gravel, add "with gravel" to group name. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel", whichever is pre-dominant. L If soil contains > 30% plus No. 200, pre-dominantly sand, add "sandy" to group name. _ M If soil contains > 30% plus No. 200 predominantly gravel, add "gravelly" to group name. PI > 4 and plots on or above "A" line. ° PI < 4 or plots below "A" Line. PPI plots on or above "A" line. Q PI plots below "A" line. Prefabricated Drainage Report No, NER-636 LIMITATIONS! J-DRain 200 Series should not be used on foundations exceeding 20 feet in height. Physical Properties 'lt>ilWbight /:•:••• ftblt Width :; ft Length: 4% •4fl.'*:. 50ft. n'V,5;gpm/ffvwlcltti [1*41 Iprri/rh'width1 .'^^eicep/.;.•'••• /M'.Sa^rrieters:; ,15:24 meters ;70U,S, Sieve 'l212.rnrrv--. Grab'Tensile -4632). ..'45kfci, Tbe information Contained herein is believed by JDR Enterprises, Inc. to be accurate and is offered solely for the customer's consideration, investigation and verification. Determination of suitability for use is the responsibility of the user. ••fcHfc ^e sure *° v's'*our websiteJDR Enterprises, Inc. Be sure to visit our website at http://www.i-drain.com e-mail: jdrdw@mindspring.com 292 south main street • suite^00 • alpharetta, ga 30004 • 1-800-843-7569 • 770-442-1461 • fax 770-664-7951 Prefabricated Drainage Composites 12-4 CORNER OUTLET FITTINGS AND THEIR APPLICATIONS: Option 2: CoDected water to Inside sump. PHYSICAL PROPERTIES THICKNESS; 1 INCH. (2.54 mm) ROLL WIDTH: 12 INCHES. (.3048 METERS ) ROLL LENGTH: 50 FEET [ 15.24 METERS ) "FLOWRATE: (ASTMD4716): 1 70 gpm.ft. WIDTH ( 2100 ipm/rn WIDTH) * Q @ 518 psf and Hydraulic Gradient = 1 1. Determine locations to evacuate coHected water and select proper fittings to transition to 4" sewer pipe. 2. Install fittings with mastic or adhesive at base of foundation wall. 3. Insert J-DRain VCS between fittings. Adhere to wall with adhesive or mastic. 4. Connect fittings to 4° sewer pipe and run to daylight or sump. 5. Select desired J-DRaln Prefabricated Drainage Composite to cover remainder of below grade surface, J-DRaln can be installed In vertical or horizontal Hfts. Provide a filtration overlap between J-DRain Prefabricated Drainage Composite and J-DRain VCS and hold overtop In place with adhesive or mastic for good filter continuity, The information contained herein is believed by JDR Enterprises, Inc. to be accurate and is offered solely for the customer's consideration, investigation and verification. Determination of suitability for use is the responsibility of the user. Be sure to visit our website at http://www.j-drain.com• •^•^ Dt; OUIC i\-> VIOII VJUI VVCUCJHt JDR Enterprises, Inc. 292 south main street • suite 200 • alpharetta ga 30004 • 1 -800-843-7569 e-mail: jdrdw@mindspring.com 770-442-1461 • fax 770-664-7951 POLYCOAT PRODUCTS A Division of American Polymers Corp. POLYCOAT-AQUASEAL® 5000 60 Mils, Modified Urethane Waterproofing Membrane SYSTEM DESCRIPTION: The Polycoat-Aquaseal® 5000 waterproofing system is an user friendly, single component, liquid applied, waterproofing membrane. The system uses a primer, two coats of a modified urethane coating and protec- tion board. It is an elastomeric system designed to expand and contract with normal structural movements. The Poly- coat-AquaseaP;5000 waterproofing system has a wide range of uses for both vertical and horizontal applications. In- stalled properly, the Polycoat-Aquaseal® 5000 waterproofing system will ensure years of dependable waterproofing protec- tion. FEATURES *:*Waterproof <*Single Component <*Resistant to Bacterial Attack <* Elastomeric *> Durable •Metal Planters Between Slabs •Foundation Walls TYPICAL USES *Wood *> Tunnels •!- Basements <!• Highway Bridges •>Bathrooms/Restrooms <* Used with insulation, pavers and/or ballast to create IRMA/ PRMA roofing systems. PRODUCT INSTRUCTIONS For complete information associated with the application of all Polydeck decking systems, refer to the general guidelines section of the Polycoat Products catalog which describes the surface preparation, job conditions, finishing details and other necessary information. APPLICATION Phase 1: Check area of application to ensure it conforms to the substrate requirements. Prime all joints and cracks with Polyprime U25. All shrinkage and non-moving structural cracks under 1/ie" shall be primed then pretreated with not less than a 30 wet mil coating of Polycoat-Aquaseal® 5000 extending 3" on either side of the crack. Bridge the joints, cracks, and flashings with 4" (10 cm) Straight Jacket Tape, pushing it into Polycoat-Aquaseal® 5000 with a trowel. Over the reinforce- ment tape apply a stripe coat of Polycoat-Aquaseal® 5000 and smooth onto adjacent surface. All cracks over Vie", moving structural cracks and cold joints, shall be routed to 54" wide by Vo" deep, the area should be primed, a joint backing shall be inserted and the void sealed with an appropriate polyurethane sealant. Note: Primer is optional on new concrete vertical masonry walls and new plywood surfaces. Phase 2: Prime the surface with Polyprime U25 at a rate of 1 gallon/300 sq. ft. (0.14 liters/m2). Apply using a brush, airless sprayer, or phenolic core roller. Allow Polyprime to dry for one hour before proceeding to Phase 3. Phase 3: Thefirst coat of Polycoat-Aquaseal® 5000 should be applied at a rate of 2Jfc gallons/100 sq. ft. (1.02 liters/m2) resulting in a 29 ± 2 dry mils (737 microns) membrane. Allow a minimum of 16 hours to cure before applying second coat. Note: For optimal performance on vertical surfaces Polycoat Products recommends the use of Polycoat-Aquaseal0 5000 V. Phase 4: The second coat of Polycoat-Aquaseal® 5000 should be applied at a rate of 2Vz gallons/100 sq. ft. (1.02 liters/m2) resulting in a 29+ 2 dry mils (737 microns) membrane. Allow a minimum of 24 hours before checking wate (tightness. Phase 5: To ensure integrity of the system a flood test should be performed according to the following procedure: Step One: Waterproofed area shall be flood tested for24 hours after system has cured and prior to installation of protection course. Step Two: Plug drains and place barriers to contain the water. Step Three: Flood test to a depth of 2 inches for the duration of the test. Step Four: Repair any leaks that may appear. Phase 6: Protect all exposed membrane surfaces by install- ing Poly Protection-Mat 4 or protection board as per manufacturer's instructions, making sure to butt edges to- gether. FINISHED SYSTEM When applied as directed above the Poly coat-Aqua seal® 5000 waterproofing system will provide 58 + 2 dry mils (1473 ± 50 dry microns) of superior waterproofing protection. LIMITATIONS The following conditions must not be coated with Polycoat Products coating systems or products: concrete over an unvented metal pan, magnesite, lightweight concrete, asphalt surfaces and asphalt overlays. Concrete must exhibit 3000-psi minimum strength. Concrete surfaces to be coated must be trowel finished in compliance with the American Concrete Institute (except that hand trow- eling is not required), followed by a fine hair brooming, left free of loose particles, and shall be without ridges, projec- tions, voids and concrete droppings that would be mechani- cally detrimental to coating application or function. New concrete and masonry must be cured for 28 days. Equipment should be cleaned with an urethane grade envi- ronmentally safe solvent, as permitted under local regula- tions, immediately after use. Plywood should be new (see general guidelines). Surface preparations and cleaning (see general guidelines). Uncured materials are sensitive to heat and moisture. A continuous application ensures a monolithic surface. The substrate must be structurally sound and sloped for proper drainage. Polycoat Products assumes no responsibility for substrate defects. Field visits by Polycoat Products personnel are for the pur- pose of making technical recommendations only and are not to supervise or provide quality control on the job site. WARNING The products in this system contain Isocyanates and Sol- vent. Please read all information in the general guidelines, product data sheets, guide specifications and material safety data sheets (MSDS) before apply- ing material. Published technical data and instructions are subject to change without notice. Contact your local Polycoat Products representative or visit our website for current technical data and instructions. LIMITED WARRANTY Polycoat Products warrants its products to be free of manufacturing defects and that they will meet Polycoat Products current published physical properties. Polycoat Products warrants that its products, when properly installed by a state licensed waterproofing contractor according to Polycoat Products guide specifi- cations and product data sheets over a sound, properly prepared substrate, will not allow water migration for a period of one (1) year. Seller's and manufacturer's sole responsibility shall be to replace (hat portion of the product of this manufacturer which proves lo be defeclive. There are no other warranties by Polycoat Products of any nature whatsoever expressed or implied, including any warranty of merchantability or fitness for a particular purpose in connection with this product. Polycoat Products shall not be liable for damages of any sort, including remote or consequential damages resulting from any claimed breach of any warranty whether expressed or implied. Polycoat Products shall not be responsible for use of this product in a manner to infringe on any patent held by others. In addition, no warranty or guarantee is being issued with respect to appearance, color, fading, chalking, staining, shrinkage, peeling, normal wear and tear or improper application by the applicator. Damage caused by abuse, neglect and lack of proper maintenance, acts of nature and/or physical movement of the substrate or structural defects are also excluded from the limited warranty. Polycoat Products reserves the right to conduct performance tests on any material claimed to be defective prior to any repairs by owner, general contractor, or applicator. DISCLAIMER All guidelines, recommendations, statements, and technical data contained herein are based on information and tests we believe to be reliable and correct, but accuracy and completeness of said tests are not guaranteed and are not to be construed as a warranty, either expressed or implied. It is (he users responsibility to satisfy himself, by his own information and test, to determine suitability of the product for his own intended use, application and job situation and user assumes all risk and liability resulting from his use of the product. We do not suggest or guarantee that any hazard listed herein are the only ones which may exist Neither seller nor manufacturer shall be liable to the buyer or any third person for any injury, loss or damage directly or indirectly resulting from use of, or inability to use, the product. Recommendations or statements, whether in writing or oral, other than those contained herein shall not be binding upon the manufacturer, unless in writing and signed by a corporate officer of the manufacturer. Technical and application informaljon is provided for the purpose of establishing a general profile of the material and proper application procedures. Test performance results were obtained in a controlled environment and Polycoat Products makes no claim that these tests or any other tests, accurately represent all environments. 14722 Spring Avenue » Santa Fe Springs, CA 90670-5108 USA* Tel' 562/802-8834* Fax: 562/921-7363 • www.polycoatusa.com •» Copyright© 2003 Polycoat Products • Page 2 TM "Work with the best." SOIL RETENTION PRODUCTS VERDURA™ RETAINING WALL STANDARD DESIGN For wall heights of 3 to 8 feet ICBO Report No. 5515 Prepared By Southern California Geotechnical, Inc 1260 North Hancock Street Suite 101 Anaheim, California LEGACY REPORT ER-5515 Reissued April 1, 2003 ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Btrmhgham, Alabama 35213 # (205) 599-9800 Regional Office # 4051 West FlossmoorRoad, Country Club Hills, Illinois 60478 # (708) 799-2305 Legacy report on the 1997 Uniform Building Code™ CATEGORY: DESIGN—Masonry VERDURA AND CAN DURA S EG MENTAL RETAINING WALL SYSTEMS SOIL RETENTION PRODUCTS, INC. 2501 STATE STREET CARLSBAD, CALIFORNIA 92008 1.0 SUBJECT Verdura and Candura Segmental Retaining Wall Systems. 2.0 DESCRIPTION 2.1 General: The Verdura and Candura wall systems utilize segmental concrete blocks for construction of gravity and soil-reinforced retaining walls. Construction of soil-reinforced retaining walls is achieved by combining the block units, geosynthetic reinforcement, and compacted soil. The wall system is assembled in running bond without mortar or grout and, if specified, with horizontal layers of geosynthetic reinforcement in the backfilled soil mass. 2.2 Materials: 2.2.1 Block Units: The Verdura and Candura concrete blocks are trough-shaped and vary in dimension and weight. A summary of block types, dimensions, and weights is presented in Table 1. Schematics of the various block geometries are shown in Figures 1 through 7. Block units and their dimensional tolerances must comply with UBC (1997 Uniform Building Code1") Standard 21-4, with a minimum 28- day compressive strength of 4,000 psi (27.6 MPa) on the net area, and a maximum water absorption of 6 percent. Priorto construction, evidence of compliance with this report and UBC Standard 21-4 must be furnished to the building official for approval. 2.2.2 Geosynthetic Reinforcement: Geosynthetic reinforcements described below are to be stored at temperatures not lower than -10°F (-23°C); must not be subjected to prolonged exposure to sunlight, to prevent UV degradation; and must not be put in contact with mud, wet cement, epoxy or other adhesive materials. 2.2.2.1 Geogrids: Geogrids manufactured by Mirafi and Synteen Technical Fabrics are compatible with the Verdura and Candura soil-re info reed retaining wall systems. All geogrids consist of polyester yarns with polymeric coating, formed into a grid shape. Applicable design properties are shown in Table 2. Shear stress interaction and connection capacities are addressed in Tables 3 and 4, respectively. 2.2.2.2 Geosynthetic Fabric: Posi-Dura fabric (Mirafi HS667), manufactured by Mirafi, is a woven polyester geosynthetic fabric used specifically in the Posi-Dura connection system described in Section 2.2.3 of this report. Posi-Dura fabric (Mirafi HS667) geosynthetic fabric is supplied with prefabricated sewn sleeves at regular intervals. Attachment of the Posi-Dura fabric and pipe system to the Vedura and Candura blocks is conducted as described in Section 2.2.3. Applicable design properties are shown in Table 2. Shear stress interaction and connection capacities are shown in Tables 3 and 4, respectively. 2.2.3 Posi-Dura ReinforcementConrtection System: The Posi-Dura is a proprietary positive connection system that may be used alone or in conjunction with the primary soil reinforcement geogrids described in Section 2.2.2.1 and any Verdura or Candura segmental concrete blocks. The system may be used as the primary soil reinforcement for Verdura wall systems having a height of less than 8.Ofeet (2438 mm), or Candura 25 and Candura 35 retaining wall systems having a height of less than 6.0 feet (1829 mm). The Posi-Dura system consists of a Posi-Dura Pipe [1-inch (25 mm) nominal diameter Schedule 80 pipe complying with ASTM D 1785-99, cut to fit inside block rails.), Posi-Dura Fabric (Mirafi HS667 geosynthetic fabric described in Section 2.2.2.2) and Verdura Block. The pipe is either inserted into the prefabricated sleeve of a minimum 7-inch-wide (178 mm) strip of geosynthetic fabric, or the fabric strip is looped around the pipe; both components are then inserted into the inner gusset walls of the concrete blocks, and are embedded with the appropriate infill material. The PVC pipe must be long enough to fit snuggly between the inner width of each block, with a maximum gap of V2 inch (12.7 mm) between the wall and the end of the pipe. If the fabric is looped around the pipe, the overlapped length extending into the backfill soil is 18 inches (457 mm) or the length required (by calculation) to develop full tensile load capacity of the fabric, whichever is greater. See Figure 8 for details of the Posi-Dura connection system. 2.3 Design: The system is designed as a gravity or soil-reinforced retaining wall system, and depends upon its weight and geometry to resist lateral earth pressures and other lateral forces. Lateral earth pressures must be determined using the Coulomb theory. The design must include evaluation of both external and internal stability, along with consideration of external loads generated by surcharges and seismic activity. While external stability analyses are to be similar to those required for conventional gravity retaining walls, internal stability analyses of reinforced walls must consider the block- to-block shear for the Candura block and the lip strength for ICC-ES legacy reports are mil tu be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement n) the subject of the re purr nr a recommendation for its rut. There is mi warranty by ICC Evaluation Sen ice, Ini- , express at implied, as tu any finding or other mailer in this report, or as la any product covered by the report "V ANSI Copyrighl © 2003 Page 3 of 11 ER-5515 7. Backfill placement and compaction. 2,7 Identification: The manufacturer's name (Soil Retention Products, Inc.), the product name and the evaluation report number (ICC-ES ER- 5515) are noted on a label affixed to the shipping pallet of the concrete blocks. Each roll of geogrid and geosynthetic fabric reinforcement is labeled with the geogrid or geosynthetic fabric manufacturer's name and address, and the product designation. 3.0 EVIDENCE SUBMITTED Design manuals, test data and calculations, descriptive literature, and a quality control manual. 4.0 FINDINGS That the Verdura and Candura retaining wall systems described in this report comply with the 1997 Uniform Building Code™ (UBC), subject to the following conditions: 4.1 The system is designed and installed in accordance with this report, the manufacturer's instructions, and accepted engineering principles. 4.2 All units comply with this report and UBC Standard 21-4, and evidence of compliance is submitted to the building official. 4.3 Special inspection is provided in accordance with Section 2.6 of this report. 4.4 The wall design procedures and manuals are submitted to the building official for approval. 4.5 A foundation investigation in accordance with Section 1804 of the UBC is provided for each project site. 4.6 Details in this report are limited to applications in areas outside of ground water. For applications in which free-flowing groundwater is encountered, or where wall systems are submerged, the installation and design of such systems must comply with the appropriate sections of the NCMA Design Manual (1997) and the recommendations of the project soils engineer. Footings in groundwater are contingent on appropriate soil and engineering analysis reports being submitted to the building official for approval. 4.7 Calculations demonstrating that the structural design complies with this evaluation report are submitted to the building official for approval. 4.8 The Verdura and Candura concrete blocks are manufactured by Soil Retention Product, Inc., at their manufacturing facilities located in Romoland, California. This report is subject to re-examination in one year. TABLE 1—SUMMARY OF PHYSICAL PROPERTIES OF VERDURA AND CANDURA SEGMENTAL RETAINING WALL UNITS BLOCK TYPE Verdura 30 Verdura 40 Verdura 50 Verdura 60 Verdura 60w Candura 25 Candura 35 WIDTH (inches) 18.0 18.0 18.0 18.0 18.0 17.9 17.9 HEIGHT, TO TOP OF RAIL (inches) 6.25 7.75 6.25 7.5 7.75 6 8 HEIGHT, TO TOP OF LIP (inches) 9.5 10.75 9.0 10.75 10.75 N/A N/A DEPTH (inches) 12 12 18.0 18.0 18.0 12 12 APPROX. WEIGHT (pound*) 58 82 110 132 132 55 77 For SI: 1 inch = 25.4 mm, 1 pound =0.45 kg. N/A = Not applicable. TABLE 2—GEOSYNTHETIC REINFORCEMENT PROPERTIES MANUFACTURER Mirafi Mirafi Mirafi Mirafi Mirafi Mirafi Mirafi Mirafi Synteen Synteen Synteen TYPE Geogrid Geogrid Geogrid Geogrid Geogrid Geogrid Geotextile Geogrid Geogrid Geogrid Geogrid GRADE 5XT 8XT 10XT 18XT 20XT 22XT HS667/Posi-Dura Fabric HS667/Posi-Dura Fabric SF55 SF80 SF110 MASS/AREA (02.1yd1) 6 10 12.5 15 20 27 12 12 10 11.7 17.8 LONG-TERM ALLOWABLE TENSION LOAD, MD (pounds/ft) 1,733 3,089 4,116 4,641 5,968 8,534 3,795 984' 1.991 2,936 5,154 For SI: 1 mil = 0,254 mm, 1 pound = 4.45 N, 1 oz./yd.z = 33.9 g/rrf, 1 pound/foot = 14.6 N/m, 1 inch = 25.4 mm. 'Equivalent full coverage strength for Posi-Dura used with 9-inch spacing between Verdura Units. 2For allowable design loads, divide tabulated values by 1.5. Phg'eSof 11 ER-5515 18.0" TOP VIEW Notches in rails of Verdura are mandatory for use where continuous pipe/geogrid connection are employed. 18.0" FRONT VIEW 12.0" SIDE VIEW FIGURE 1—VERDURA 30 18.0" TOP VIEW Notches in rails of Verdura blocks are mandatory for use where continuous pipe/geogrid connection are employed. 18.0"12.0" FRONT VIEW SIDE VIEW FIGURE 2—VERDURA 40 Pfcg'e7of 11 ER-5515 14.8" 18.0" TOP VIEW Notches in rails of Verdura blocks are mandatory for use where continuous pipe/geogrid connection are employed. fr\—nin ii FRONT VIEW L. For SI: 1 inch = 25.4 mm. 12- 18JT SIDE VIEW FIGURE 5—VERDURA 60W 17.9" 17.3' FIGURE 6—CAN DURA 25 PSg'e 9 of 11 ER-5515 Posi-Dura Pipe Through Posi-Dura Fabric Connection Option Posi-Duia Pipe Poii-Dura Fabric Posi-Dura Pipe Through Posi-Dura Fabric Connection Option Typical Verdura Block Block Top View Block Side View FIGURE 8—POSI-DURA CONNECTION SYSTEM Pfag'e11 of 11 ER-5515 SOIL BORMQ 1. INVESTKWFION OF SOIL CONDITIONS 2. DETERMINE WALL HEIGHT 3. EVALUATE EXTERNAL STABILITY OF REINFORCED SOIL MASS 4. EVALUATE INTERNAL STABILITY OF REINFORCED SOIL MASS 5. EVALUATE STABILITY OF FACING UNITS INCLUDING CONNECTION STRENGTH AND LOCAL BULGING 6. SOILS ENGINEER OF RECORD EVALUATES GLOBAL STABILITY OF SLOPE 7. CONSTRUCT SRW SYSTEM INCLUDING GEOSYNTHETIC REINFORCEMENT. POSH3URA REINFORCEMENT CONNECTION SYSTEM FIGURE 10—OUTLINE OF DESIGN PROCEDURE CHRISTIAN WHEELER. ENGINEERING REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED RESIDENCES 2817 AND 2819 CAZADERO DRIVE CARLSBAD, CALIFORNIA SUBMITTED TO: CAZADERO HOMES, INC. 2954 HAWKS EYE PLACE CARLSBAD, CALFIORNIA 92009 SUBMITTED BY: CHRISTIAN WHEELER ENGINEERING 4925 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 4925 Mercury Street -*- San Diego, CA 92111 Page 2 of 11 ER-5515 the Verdura block, the allowable reinforcement tension pullout resistance behind the active failure zone, and the reinforcement connection strength at the facings. Also, the assessment of the global stability must be evaluated by a registered design professional and approved by the building official. The minimum factors of safety are in Table 5-1 of the National Concrete Masonry Association (NCMA) Design Manual for Segmental Retaining Walls (2nd edition, 1997.) For seismic loads, the safety factors may be reduced to 3/4 of the tabulated static analysis safety factors. Afoundation investigation in accordance with Section 1804 of the UBC is required for each site. The investigation determines the soil properties and the values for design. The design method must be based on accepted engineering principles and judgment. Design details are noted in the National Concrete Masonry Association (NCMA) Design Manual for Segmental Retaining Walls (2nd edition, 1997); the FHWA publication entitled "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines" (2001); and Section 5.8 of the Standard for Highway Bridges, 17th edition (AASHTO, 2003). 2.4 Structural Analysis: Structural calculations must be submitted to the building official for each wall system design. The structural analysis must be based on accepted engineering principles; the NCMA Design Manual; and either FHWA Publication No. FHWA-NHI-00-043 or Section 5.8 of the 2003 Standard for Highway Bridges, 17th edition (AASHTO, 2003). A summary of the overall design process is presented in Figure 10. All contact surfaces of the units must be maintained in compression. The compression stress is limited to a maximum of 100 psi (690 kPa). A net resultant tension force is prohibited in any portion of the retaining wall. The shear resistance between Candura block units is determined using the following equation: V =115 + IV. tan 39° where: Vu = Shear resistance, pounds/linear foot (kN/m). Ww = Weight of wall above interface, pounds/linear foot (kN/m). The shear resistance between Verdura block units is provided by the following equations: Verdura 30 and 40: Va = 3582 + Ww tan 32.8* s 5991 plf For SI: Vu = 52.26 + Wa tan 32.8° s 7.91 kN/m Verdera 50 and 60: Vu = 4119 + Ww tan 34.3° s 4971 plf For SI: Vu = 60 + Ww tan 34.3° < 72.53 kN/m 2.5 Installation: For walls more than 3.3 feet (1.0 m) in height, the wall systems require geosynthetic reinforcement for wall stabilization. The Verdura Segmental Retaining Wall Systems are inclined 70 to 76 degrees from the horizontal. The Candura Segmental Retaining Wall Systems are vertically inclined. The in-place wall must be constructed so as to be within the tolerances specified by the manufacturer or the NCMA design manual, whichever is more restrictive. At elevations where PVC pipe and wrapped geogrid are used to provide a mechanical connection to the fascia, Verdura blocks having notches in the rails must be employed. The connection between the continuous PVC pipe, geogrid, and notched Verdura block is made by wrapping the geogrid around a continuous section of Schedule 80 PVC pipe set into the notches of the block rails. Continuous sections of Schedule 80 PVC pipe are set into the notches of the Verdura rails, thus pushing the geogrid downward into the notches. The short section of the geogrid extending beyond the PVC pipe is pulled back over the pipe and set back into the soil fill behind the block units. Subsequent lifts of Verdura blocks and soil fill layers secure the system into place. Backfill used in the soil-reinforced mass must consist of approved materials placed in compacted lifts. Recommendations for the wall drainage system, including drain pipe use and depth of backfill blanket, are to be provided by the soils engineer of record for the project. Ordinarily, a blanket of cohesionless backfill is placed behind the wall. In cases in which the segmental retaining wall units are placed in an open condition and the reinforced soil is cohesionless and free-draining, the use of a blanket of cohesionless backfill may be omitted upon the recommendation of the soils engineer. If the soils are found to have poor drainage qualities, a perforated drain-line system must be designed and installed to prevent hydrostatic pressure build-up behind the wall in accordance with accepted engineering practice. After backfilling the bottom course, blocks in subsequent courses are laid with the desired inclination and simultaneously backfilled. Maximum spacing between blocks is 9 inches (229 mm). With the maximum spacing of the blocks, the wall system may be placed with tighter concave or convex horizontal curves, with a minimum radius equal to one-half the wall height. To conform to the inclination curves, and depending on the intended curvature of the wall, the spacings are to be adjusted at the front or the back, but are not to exceed 9 inches (229 mm) between the blocks. For soil-reinforced retaining wall systems, geogrids are placed at elevations specified by design. The backfill surface must be placed and compacted to within approximately 3/4 inch (19.1 mm) of the top block-elevation to which placement of the geosynthetic reinforcement is required. The geogrid is fully embedded between courses of the blocks, and the blocks are filled with appropriate infill material in accordance with the block manufacturer's recommendations. After unrolling, the geogrid is hand-pulled until it is taut, flat, and free of wrinkles, and is anchored to the compacted backfill prior to backfilling over the grid. Adjacent geogrid rolls are butted side-by-side without overlap, and splices must be avoided. The roll (machine) direction is the direction of the principal reinforcement. Figure 9 illustrates geogrid connections to block. Where the Posi-Dura Connection System is used, installation must be in accordance with Section 2.2.3. 2.6 Special Inspection: Special inspection during installation must be performed in accordance with Section 1701 of the UBC. The special inspector must be qualified by the building official in accordance with Section 1701.2 of the UBC. The inspector's responsibilities include verifying: 1. Unit dimensions. 2. Unit compliance with UBC Standard 21-4, including compressive strength and water absorption as described in Section 2.2.1 of this report. 3. Foundation preparation. 4. Unit placement, including alignment and inclination. 5. Geosynthetic reinforcement, and placement with respect to elevation and orientation. 6. Installation of Posi-Dura System components, when used. Page 4 of 11 ER-5515 TABLE 3—COEFFICIENT OF SHEAR STRESS INTERACTION4 MANUFACTURER Mirafi Synteen Mirafi Soil Retention Products" GRADE All geog rid grades All geogrid grades HS667' HS667/Posi-Dura over 10XT SOIL TYPE ML.CL SM,SP,SW GP, GW ML, CL SM,SP,SW GP, GW SM SM COEFFICIENT" 0.7 0.8 0.9 0.7 0.8 0.9 0.9 0.78 For SI: 1 inch = 25.4 mm. 'The coefficient of interaction was determined by testing the interface coefficient of friction of HS667 on top of 10XT. Silty sand (SM) was placed above and below the two geosynthetic grades. 'The Posi-Dura is a proprietary connection system described in Section 2.2.3 of this report. 'The coefficient is based on a 9-inch spacing between the blocks. 'Refer to Table 18-l-A of the 1997 UBC for definitions of soil types.5For design, divide tabulated values by 2 tan 6,, where 6, is the peak angle of internal friction for the reinforced soil (deg). TABLE 4—FACING CONNECTION CAPACITY1 BLOCK TYPE Verdura 30, 40 Candura 25, 35 Candura &Verdura (all) Verdura 30, 40 Verdura 30, 40 Verdura 30, 40 Verdura 30, 40 Verdura 30, 40 Verdura 30, 40 Verdura 30, 40 Verdura 50, 60 Verdura 50, 60 Verdura 50, 60 Verdura 50, 60 Verdura 50, 60 Verdura 50, 60 Verdura 50, 60 Verdura 50, 60 Verdura 50, 60 Verdura 50, 60 CONNECTION Mirafi 5XT Geogrid Posi-Dura3 Mirafi 5XT Geogrid Mirafi 8XT Geogrid MirafMOXT Geogrid Mirafi 20XT Geogrid Synteen SF55 Geogrid Synteen SF80 Geogrid Synteen SF1 10 Geogrid Mirafi 5XT Geogrid Mirafi 8)0" Geogrid Mirafi 10XT Geogrid Mirafi 10XT Geogrid Mirafi 18XT Geogrid Mirafi 20XT Geogrid Mirafi 22XT Geogrid Synteen SF55 Geogrid Synteen SF80 Geogrid Synteen SF1 1 0 Geogrid FRICT1ONAL/ MECHANICAL (WITH NOTCH) Frictional Mechanical Mechanical Mechanical Mechanical Mechanical Mechanical Mechanical Mechanical Mechanical Mechanical Mechanical Frictional Mechanical Mechanical Mechanical Mechanical Mechanical Mechanical ULTIMATE CONNECTION STRENGTH, P, (pounds/foot) N/A N/A P, = 3527 P, = 3832 + N tan 21 .7° ^ 4447 P, = 2091 + N tan 64.9° < 6000 P, =4211 + N tan 62.2° < 7840 P, = 31 84 + N tan 21 .5° s 4000 P, = 3370 + N tan 32.4 < 461 7 P, = 3107 + N tan 68.5° s 7844 P, = 3140 P, = 2858 + N tan 54.8° s 5553 P, = 2502 + N tan 66.9° < 6884 P, =560 + N(tan 11) s 1500 P, = 2184 + N tan 70.2° < 7362 P, = 3326 + N tan 68.3° s 7973 P, = 1 134 + N tan 76.7° < 9153 P, = 3003 + N tan 25.1° < 3878 P, = 3370 + N tan 33.7° < 4617 P, = 2575 + N tan 67.2° s 701 3 SERVICE STATE CONNECTION STRENGTH, P,, (pounds/foot) Ps = 490 + N tan 9° < 750 Ps = 1000 Ps = 2180 Ps = 2232 + N (tan 8.9)° Ps = 2875 Ps = 2971 + N(tan29)° P, = 906 + N {tan 32)° Ps = 2006 Ps = 2075 + N (tan 25.4)° Ps = 2088 Ps = 2832 + N (tan 4.6)° Ps = 3075 + N (tan 14.9)° Ps = 2985 +N (tan 1.9)° Ps = 2944 + N (tan 18.6)° Ps = 2418 + N(tan46)° P,= 1616 + N (tan 3.9)° Ps = 1831 Ps - 2259 + N (tan 15.8)° For SI: 1 pound/foot = 14.6 N/m. 'The equations for connection strengths are based on both serviceability connection strengths, P, (V4-inch deformation service criteria) and limit state criteria, P,, and are to be used in accordance with Seciton 5.7.1 of the NCMA Design Manual when designing the connection of geosynthetic reinforced SRWs. "N" refers to the normal load due to the weight of the superimposed units. !The strength of each connection system is based on a block spacing of 9 inches. (The center-to-center spacing of a given Verdura or Candura block may not exceed 27 inches.)3The service connection strength is based on the Posi-Dura system described in Section 2.2.3, with a minimum 1-inch-diameter PVC pipe. Page 6 of 11 ER-5515 TOP VIEW Notches in rails of Verdura blocks are mandatory for use where continuous pipe/geogrid connection are employed. 18.0" FRONT VIEW ._ is.p1;.._ SIDE VIEW FIGURE 3—VERDURA 50 L-i . H boo Tl! J Notches in rails of Verdura blocks are mandatory for use where continuous pipe/geogrid connection are employed. TOP VIEW 18.0" FRONT VIEW i_ SIDE VIEW FIGURE 4—VERDURA 60 Page 8 of 11 ER-5515 17.9" \ 12" 17.3" For SI: 1 inch = 25.4 mm. FIGURE 7—CAN DURA 35 Page 10 of 11 ER-5515 Block Top View Optional notch at non connection interface Schedule SO PVC pipe (continuous) Geosynthetic Fabric FIGURE 9—WALL LAYOUT USING GEOGRID-CONT1NUOUS PIPE CONNECTION CHRJSTIAN WHEELER,ENGINEERING June 29, 2004 Cazadero Homes, Inc. OWE 2040602.1 2954 Hawks Eye Place Carlsbad, California 92009 Attention: Mr. Ron Paul SUBJECT: REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION, PROPOSED RESIDENCES, 2817-2819 CAZADERO DRIVE, CARLSBAD, CALIFORNIA. Dear Mr. Paul: In accordance with your request, we have completed a preliminary geotechnical investigation for the subject property. We are presenting herewith our findings and recommendations. No geotechnical conditions were found that would preclude the construction of the proposed residential project provided the recommendations presented in this report are followed. Based on our investigation, we have found that the site is underlain by artificial fills and slopewash underlain by Cretaceous-age Santiago Peak Volcanics. The Santiago Peak Volcanics encountered in our investigation are generally medium dense to dense and suitable to support the proposed construction. The existing artificial fill material appears to have been properly compacted and properly benched into competent formational material and is, therefore, considered suitable in its present condition to support settlement-sensitive improvements; however, the upper portions will need to be scarified, moisture conditioned, and recompacted. The existing slopewash material is considered unsuitable in its present condition to support settlement-sensitive improvements. As such, the slopewash will need to be removed and be replaced as properly compacted fill material. This being accomplished, die proposed residences can be supported by conventional spread foundations and with conventional concrete slabs-on-grade. No geologic hazards of sufficient magnitude to preclude development of the site as we presently contemplate it are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable from a 4925 Mercury Street •»• San Diego, CA 92111 -f 858-496-9760* FAX 858-496-9758 C\VE 2040602.1 June 24, 2004 Paee No. 2 geologic perspective for die proposed construction, provided the structure is designed in accordance with the requirements of the most recent edition of the Uniform Building Code and the local governmental agencies. If you have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Charles H. Christian, R.G.E. #00215 CHC:CRB:scc:shv cc: (6) Submitted Curtis R. Burdett, C.E.G. #1090 TABLE OF CONTENTS PAGE Introduction and Project Description 1 Project Scope 2 Findings 3 Site Description 3 General Geology and Subsurface Conditions 3 Geologic Setting and Soil Description 3 Artificial Fill 4 Slopewash 4 Weadiered Undifferentiated Santiago Peak Volcanics 4 Groundwater 4 Tectonic Setting 5 Geologic Hazards 5 Ground Shaking , 5 Surface Rupture 6 Landslide Potential and Slope Stability 6 Liquefaction 6 Flooding 6 Tsunamis 6 Seiches 6 Conclusions 7 Recommendations 7 Grading and Earthwork 7 General 7 Observation of Grading 7 Clearing and Grubbing 8 Site Preparation 8 Building Pad Undercuts 8 Processing of Fill Areas 8 Compaction and Method of Filling 8 Cut and Fill Slope Construction 9 Surface Drainage 9 Temporary Cut Slopes 10 Slope Stability 10 General , ,10 Erosion Control 10 Foundations 11 General 11 Foundation Dimensions 11 Bearing Capacity 11 Footing Reinforcement 11 Lateral Load Resistance 11 Settlement Characteristics 11 Foundation Plan Review 12 Foundation Excavation Observation 12 Seismic Design Parameters 12 On-Grade Slabs 13 General 13 CWE 2040602.1 Proposed Residences Cazadero Drive, Carlsbad, California Interior Floor Slabs 13 Moisture Protection for Interior Slabs 13 Exterior Concrete Flatwork 13 Earth Retaining Walls 14 Passive Pressure 14 Equivalent Fluid Pressure 14 Surcharge 14 Waterproofing and Subdrain Observation 14 Backfill 14 Limitations 14 Review, Observation and Testing 14 Uniformity of Conditions 15 Change in Scope 15 Time Limitations 15 Professional Standard 15 Client's Responsibility 16 Field Explorations 16 Laboratory Testing 17 ATTACHMENTS TABLES Table I Maximum Ground Acceleration, Page 5 Table II Seismic Design Parameters, Page 12 FIGURES Figure 1 PLATES Site Vicinity Map, Follows Page 1 Plate 1 Site Plan Plates 2-7 Test Trench Logs Plate 8 Suggested Retaining Wall Subdrain Detail APPENDICES Appendix A References Appendix B Recommended Grading Specifications - General Provisions CWE 2040602.1 Proposed Residences Cazadero Drive. Carlsbad, California CHRISTIAN WHEELER. ENGINEERING PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED RESIDENCES 2817-2819 CAZADERO DRIVE CARLSBAD. CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of a preliminary geotechnical investigation performed for the proposed residences to be constructed on a previously graded lot located at 2817 and 2819 Cazadero Drive, in the La Costa area of Carlsbad, California. Figure Number 1 presented on the following page provides a vicinity map showing the location of the property. The subject site is a vacant parcel of land located at 2817 and 2819 Cazadero Drive and is identified as Assessor's Parcel Number 215-320-45. The lot has been graded into a relatively level pad that is about six feet above Cazadero Drive. We understand that it is proposed to construct two, single-family residences on the lot. The proposed structure on the northwest portion of the site will be situated on the existing pad, two-stories in height, and of wood-frame construction. The proposed structure on the southeast portion of the site will have split levels with two- and three-story portions, and will have a partially subterranean garage at the front with an interior retaining wall. The above-grade portion of die structure will be of wood-frame construction while the retaining portions are expected to consist of masonry block construction. Both sturctures will be supported by conventional shallow spread footings and die lower floors will have on-grade concrete floor slabs. Grading is expected to consist of cuts of about 12 feet from die existing grades and fills of about 5 feet from die existing grades. This report has been prepared for the exclusive use of Cazadero Homes, Inc. and their design consultants for specific application to the project described herein. Should the project be changed in anyway, the modified plans should be submitted to Christian Wheeler Engineering for review to determine their conformance with our recommendations and to determine if any additional subsurface investigation, laboratory testing and/or recommendations are necessary. Our professional services have been performed, our findings obtained and our 4925 Mercury Street *- San Diego, CA 92111 *- 858-496-9760 * FAX 858-496-975 SITE VICINITY MAP (Adapted from Thomas Brothers Maps) PROPOSED RESIDENCES 2817-2819 CAZADERO DRIVE CARLSBAD. CALIFORNIA North -^-X--~ -* 5 — < *^X •f/N* X£ ir 5 CWE 2040602.1 June 2004 Figure 1 CWE 2040602.1 June 29, 2004 Page No. 2 recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, express or implied. PROJECT SCOPE Our preliminary geotechnical investigation consisted of surface reconnaissance, subsurface exploration, obtaining representative soil samples, laboratory testing, analysis of the field and laboratory data and review of relevant geologic literature. Our scope of service did not include assessment of hazardous substance contamination, recommendations to prevent floor slab moisture intrusion or the formation of mold within the structure, or any other services not specifically described in the scope of services presented below. More specifically, the intent of this analysis was to: a) Explore the subsurface conditions of the site to the depths influenced by the proposed construction; b) Evaluate, by laboratory tests and our experience, the engineering properties of die various strata that may influence the proposed construction, including soil bearing capacities, expansive characteristics and settlement potential; c) Describe the general geology at the site including possible geologic hazards that could have an effect on the site construction, and provide the seismic design parameters required by the most recent edition of the Uniform Building Code; d) Address potential construction difficulties that may be encountered due to soil conditions, groundwater, or geologic hazards, and provide recommendations concerning these conditions; e) Develop soil-engineering criteria for the site preparation and grading, and address the stability of cut and fill slopes; f) Recommend an appropriate foundation system for die type of structure anticipated and develop soil engineering design criteria for die recommended foundation design; g) Present our professional opinions this written report that includes, in addition to our findings and recommendations, a site plan showing the location of our subsurface explorations and a summary of our laboratory test results. CWE 2040602.1 June 29, 2004 Page No. 3 It is not within die scope of our services to perform laboratory tests to evaluate the chemical characteristics of the on-site soils in regard to their potentially corrosive impact to cm-grade concrete and below grade improvements. If desired, we can submit representative soil samples to a chemical laboratory for analysis. We suggest that such samples be obtained after grading is complete and the soils that can affect concrete and other improvements are in place. Further, it should be understood Christian Wheeler Engineering does not practice corrosion engineering. If such an analysis is necessary, we recommend that the developer retain an engineering firm that specializes in this field to consult with them on this matter. FINDINGS SITE DESCRIPTION The subject site is an irregular-shaped parcel of land located at 2817 and 2819 Cazadero Drive, in the La Costa area of Carfsbad, California. The subject site is identified as Assessor's Parcel Number 215-320-45, and as Lot 306 of La Costa Meadows Unit No. 2 (Map 6905). The lot is vacant and has been graded to have a relatively level pad in the western portion. An unimproved driveway along the north side of the lot provides access to the pad. There is an approximately 6-foot-high fill slope at the front of the lot and a 12- to 15-foot- high cut slope at the rear of the lot, at the base of a high, gently ascending natural hillside. The lot is bounded on the north and south by single-family residential properties. The lot has approximately 100 feet of frontage along Cazadero Drive, ranges from approximately 215 to 225 feet in depth, and has a rear property line length of about 36 feet. On-site elevations range from a low of approximately 245 feet (MSL) in the west corner, the grade of Cazadero Drive, to a high of approximately 269 feet (MSL), in the southeast corner of the site. A few piles of construction debris, gravel and cobble were found on the building pad. The building pad area is relatively void of vegetation, while the upper, undisturbed portions of the site consist of relatively heavy vegetation comprised of native brush. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject property is located in the Foothills Physiographic Province of San Diego County. Based upon the results of our limited exploration and analysis of readily available, pertinent geologic and geotechnical literature, we have determined that die site is predominandy underlain by Jurassic-Cretaceous-age, undifferentiated Santiago Peak Volcanics that are overlain by man-placed fill materials in the western portion and natural slopcwash materials in die eastern portion. The soils encountered during our subsurface explorations are described below in order of increasing age: OWE 2040602.1 June 29, 2004 Page No. 4 ARTIFICIAL FILL (Qaf): A layer of artificial fill was encountered in four of our five subsurface explorations, Trenches T-l through T-4. The estimated limits of the existing fill are shown on die site plan attached as Plate Number 1. In general, the existing fill material is limited to die western portion of the graded pad and the adjacent fill slope; however, a relatively thin layer of fill was noted in die eastern portion of the graded pad. Within Trench T-3, which was excavated at the western edge of die graded pad, the fill layer was found to have a diickness ranging from 6 feet at die west end of the trench to 2.5 feet at die east end. Within Trenches T-l, T-2, and T-4, the fill layer was only about six inches thick. The fill material was found to generally consist of grayish- to medium-brown, silty sand (SM) diat was typically damp to moist. Widiin Trench T-3, the material was medium dense to dense in consistency. Within the Trench T-l, T-2, and T-4, the material was generally loose in consistency. Based on our observation of the fill layer exposed within Trench T-3, it appears that the fill was properly compacted and properly benched into competent formational material. As such, the existing artificial fill material is considered suitable in its present condition to support settlement-sensitive improvements; however, the upper portions will need to be scarified, moisture conditioned, and recompacted in accordance with the recommendations presented in the "Site Preparation" section of this report. SLOPEWASH (Qsw): Although not encountered widiin any of our exploratory trenches, this material was visually observed in the existing cut slope within die eastern portion of the site. The slopewash deposits consisted of medium to dark brown, silty sands (SM) that were damp to moist and loose to medium dense in consistency. There appeared to be as much as four feet of the slopewash above die undifferentiatcd Santiago Peak Volcanics widiin the cut slope, but localized thicker deposits may exist, WEATHERED UNDIFFERENTIATED SANTIAGO PEAK VOLCANICS (KJsp): As well as being visually logged on a cut slope within the eastern portion of the site, Jurassic-Cretaceous-age materials identified as die undifferentiated Santiago Peak Volcanics were encountered within each of our test trenches. The material comprising die Santiago Peak Volcanics consisted of reddish-brown to gray, sandy gravel (GP). The material was damp to moist and medium dense to dense in consistency. The upper few feet of die formational material is moderately to highly fractured. These materials are considered suitable in their present condition to support fill and/or settlement-sensitive improvements. GROUNDWATER: No groundwater was encountered in our explorations and we do not anticipate any significant groundwater related problems during or after construction provided that proper drainage is maintained. However, it should be recognized diat minor groundwater seepage conditions might occur after development of a site even where none were present before development. These are usually minor phenomena and are often die result of an alteration in drainage patterns and/or an increase in irrigation water. Based on die CWE 2040602.1 June 29, 2004 Page No. 5 permeability characteristics of the soil and die anticipated usage and development, it is our opinion dial any seepage conditions, should diey develop, will be minor in extent. These potential "nuisance" conditions can typically be mitigated by the use of proper landscaping techniques. TECTONIC SETTING: No faults are known to traverse the subject site. However, it should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary- age fault zones that consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults widiin die zone) are classified as "active" according to the criteria of the California Division of Mines and Geology. Active fault zones are those diat have shown conclusive evidence of faulting during the Holocene Epoch (die most recent 11,000 years). A review of available geologic maps indicates that the active Rose Canyon Fault Zone is located approximately 12 kilometers southwest of the subject site. Other active fault zones in the region that could possibly affect the site include the Coronado Bank and San Clemente Fault Zones to the southwest and the Elsinore, Eartiiquake Valley, San Jacinto, and San Andreas Fault Zones to the northeast. GEOLOGIC HAZARDS GROUND SHAKING: A likely geologic hazard to affect die site is ground shaking as a result of movement along one of die major active fault zones mentioned above. The maximum ground accelerations diat would be attributed to a maximum magnitude earthquake occurring along the nearest fault segments of selected fault zones that could affect the site are summarized in die following Table I. TABLE I: MAXIMUM GROUND ACCELERATIONS Fault Zone Rose Canyon N ewport- 1 nglewood Coronado Bank Elsinore Earthquake Valley San Jacinto Distance 12km 18km 36km 37km 62 km 74km Maximum Magnitude Earthquake 6.9 magnitude 6.9 magnitude 7.4 magnitude 7.1 magnitude 6.5 magnitude 7.2 magnitude Maximum Ground Acceleration 0.18 g 0.13 g 0.10 g 0.07 g 0.04 g 0.05 g CWE 2040602.1 June 29, 2004 Page No. 6 Probable ground shaking levels at the site could range from slight to moderate, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements. SURFACE RUPTURE: No active or potentially active faults arc present at the subject site so the site is not considered susceptible to surface rupture. LANDSLIDE POTENTIAL AND SLOPE STABILITY: As part of this investigation we reviewed the publication, "Landslide Hazards in the Southern Part of the San Diego Metropolitan Area" by Tan, 1995. This reference is a comprehensive study that classifies San Diego County into areas of relative landslide susceptibility. The subject site is located in Area 3-1. The Area 3-1 classification is assigned to areas considered generally susceptible to slope movement. Natural slopes within the Area 3-1 classification are considered at or near their stability limits due to their steep inclinations and can be expected to fail locally when adversely modified. Sites widiin this classification are located outside the boundaries of known landslides. The site was found to be underlain, below die fill layer, by Undifferendated Santiago Peak Volcanic Rock. Based on our experience, these materials typically have excellent strength characteristics in terms of slope stability. As such, it is our opinion that the potential for deep-seated landsliding on the subject site is low. In addition, it is our opinion that die potential for slope failures within the existing fill slope at the western side of the subject site is low. This is based on die proper compaction of the existing fill, die proper benching of the existing fill into competent formationa! materials, and die inclination of the fill slope. LIQUEFACTION: The near-surface soils encountered at die site are not considered susceptible to liquefaction due to such factors as soil density, grain-size distribution and the absence of shallow groundwater conditions. FLOODING: Based on our review of die maps prepared by die Federal Emergency Management Agency, the site is located outside the boundary of die 100-year and 500-year floodplains. TSUNAMIS: Tsunamis are great sea waves produced by submarine earthquakes or volcanic eruptions. Due to the elevation of the site and its location, it should not be affected by a tsunami. SEICHES: Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays or reservoirs. Due to the site's location, it should not be affected by seiches. CWE 2040602.1 June 29, 2004 Page No. 7 CONCLUSIONS No geotechnical conditions were found that would preclude the construction of the proposed residential project provided the recommendations presented in this report are followed. Based on our investigation, we have found that the site is underlain by artificial fills and slopewash underlain by Cretaceous-age Santiago Peak Volcanics. The Santiago Peak Volcanics encountered in our investigation are generally medium dense to dense and suitable to support the proposed construction. The existing artificial fill material appears to have been propedy compacted and properly benched into competent formational material and is, therefore, considered suitable in its present condition to support settlement-sensitive improvements; however, the upper portions will need to be scarified, moisture conditioned, and recompacted. The existing slopewash material is considered unsuitable in its present condition to support settlement-sensitive improvements. As such, the slopewash that is not removed by planned grading, will need to be removed and be replaced as properly compacted fill material. In addition, it appears that the front residence will be traversed by a cut/fill transition. Where this occurs, it will be necessary to undercut die cut portion of the building pad. This being accomplished, the proposed residences can be supported by conventional spread foundations and with conventional concrete slabs-on-grade. No geologic hazards of sufficient magnitude to preclude development of the site as we presendy contemplate it are known to exist. In our professional opinion and to the best of our knowledge, die site is suitable from a geologic perspective for the proposed construction, provided the structure is designed in accordance with the requirements of the most recent edition of the Uniform Building Code and the local governmental agencies. RECOMMENDATIONS GRADING AND EARTHWORK GENERAL: All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code, the minimum requirements of die City of Carlsbad, and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix B, except where specifically superseded in the text of this report. Prior to grading, a representative of Christian Wheeler Engineering should be present at the preconstruction meeting to provide additional grading guidelines, if necessary, and to review the earthwork schedule. OBSERVATION OF GRADING: Continuous observation by the Geotechnical Consultant is essential during the grading operation to confirm conditions anticipated by our investigation, to allow adjustments in OWE 2040602.1 June 29, 2004 Page No. 8 design criteria to reflect actual field conditions exposed, and to determine that the grading proceeds in general accordance with the recommendations contained herein. CLEARING AND GRUBBING: At the time of our site investigation, the existing building pad was cleared of vegetation, but did support some construction debris. The site preparation should begin with die removal of the construction debris and any vegetation and other deleterious materials from the portions of site that will be graded and/or will receive improvements. The resulting materials should be disposed of off-site. SITE PREPARATION: After clearing and grubbing, the existing slopewash material should be removed from the areas to receive fill or settlement-sensitive improvements to the contact with underlying materials of the Santiago Peak Volcanics. Based on our limited subsurface explorations, the existing slopewash deposits are expected to have an approximate thickness of four feet, but may be thicker in localized areas. The removals should extend laterally at least five feet outside the building perimeter and at least two feet outside Hght exterior improvements. No other special site preparation is considered necessary at this time. BUILDING PAD UNDERCUTS: It appears that the front residence will be traversed by a cut/fill transition. Where this occurs, the cut portion of the building pad should be undercut at least three feet below finish grade. In addition, the excavation for the partially subterranean garage may expose very dense hardrock that cannot be excavated with light trenching equipment. If this is die case, consideration should be given to undercutting the building pad and utility alleys to at least six inches below the bottom of the foundations and utilities and replacing die excavated material with compacted fill material. The bottom of all overexcavated areas should be sloped in such a manner that water does not become trapped in the overexcavated zone. Prior to replacing the excavated materials, the soils exposed at the bottom of the excavation should be scarified to depth of six inches, moisture conditioned and compacted to at least 90 percent relative compaction. PROCESSING OF FILL AREAS: Prior to placing any new fill soils or constructing any new improvements in areas that have been cleaned out and approved to receive fill, the exposed soils should be scarified to a depth of 12 inches, moisture conditioned, and compacted to at least 90 percent relative compaction. No other special ground preparation is anticipated at this time. COMPACTION AND METHOD OF FILLING: All structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum dry density as determined by ASTM Laboratory Test D1557-91. Fills should be placed at or slightly above optimum moisture content, in lifts six to eight inches CWE 2040602.1 June 29, 2004 Page No. 9 thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by our soil technicians or project geologist. Fill material should be free of rocks or lumps of soil in excess of twelve inches in maximum dimension. However, in the upper two feet of pad grade, no rocks or lumps of soil in excess of six inches should be allowed. The proposed fills should be benched at least two feet into all temporary slopes and into competent natural or existing fill soils when the existing slope is steeper than an inclination of 5:1 (horizontal to vertical). A key should be constructed at the toe of the proposed fill slope. The key should extend at least 12 inches into firm natural ground and should be sloped back at least two percent into the slope area. The key should have a minimum width of 5 feet. Utility trench backfill within five feet of the proposed structures and beneath all pavements and concrete flatwork should be compacted to a minimum of 90 percent of its maximum dry density. CUT AND FILL SLOPE CONSTRUCTION: Proposed cut and fill slopes will have a maximum height of about 10 feet and are to be constructed at an inclination of 2:1 or flatter (horizontal to vertical). Care should be taken to make sure that highly expansive materials are not placed within five feet of the face of the fill slope. Compaction of the slope should be performed by back-rolling with a sheepsfoot compactor at vertical intervals of four feet or less as the fill is being placed, and track-walking the face of the slope when the slope is completed. As an alternative, the fill slopes may be overfilled by at least three feet and then cut back to the compacted core at the design line and grade. Keys should be made at the toe of fill slopes in accordance with the recommendations presented above under "Compaction and Method of Filling". SURFACE DRAINAGE: Surface runoff into graded areas should be minimized. Where possible, drainage should be directed to suitable disposal areas via non-erodible devices such as paved swales, gunited brow ditches, and storm drains. Pad drainage should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward approved drainage areas. For earth areas, a minimum gradient of one percent should be maintained. The ground around the proposed buildings should be graded so that surface water flows rapidly away from the buildings without ponding. In general, we recommend that the ground adjacent to the building slopes away at a gradient of at least two percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of five percent within the first five feet from the structure. Gutters and downspouts should discharge to controlled drainage systems. CWE 2040602.1 June 29, 2004 Page No. 10 TEMPORARY CUT SLOPES: Temporary cut slopes of up to 12 feet in height are anticipated to be required during the proposed construction. Temporary cut slopes of up to twelve feet in height, for retaining walls, can be excavated vertical for the bottom five feet and at an inclination of 0.5 to 1.0 (horizontal to vertical) or flatter above. All temporary cut slopes should be observed by the engineering geologist during grading to ascertain that no unforeseen adverse conditions exist. No surcharge loads such as soil or equipment stockpiles, vehicles, etc. should be allowed within a distance from the top of temporary slopes equal to half the slope height. Where there is not room to construct temporary slopes, temporary shoring of the excavation sides may be necessary. The contractor is solely responsible for designing and constructing stable, temporary excavations and may need to shore, slope, or bench the sides of trench excavations as required to maintain the stability of the excavation sides. The contractor's "responsible person", as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety process. Temporary cut slopes should be constructed in accordance with the recommendations presented in this section. In no other case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. SLOPE STABILITY GENERAL: All slopes at the subject site will be constructed at a slope ratio of 2:0 horizontal units to 1.0 vertical unit (2:1) or flatter, with a maximum height of about 10 feet. Based on the relatively high strength parameters of the on-site soils in dicir natural and compacted states, it is our opinion that the proposed slopes will be stable in regards to deep-seated slope failure and surficial slope failure. Provided the slope is constructed in accordance with the above recommendations, it is our opinion that the proposed slope will have a factor of safety against failure in excess of the normally required minimum safety factor of 1.5. EROSION CONTROL: The placement of cohesionless soils at the face of slopes should be avoided. Slopes should be planted as soon as feasible after grading. Sloughing, deep rilling and slumping of surficial soils may be anticipated if slopes are left unplanted for a long period of time, especially during the rainy season. Irrigation of slopes should be carefully monitored to insure that only the minimum amount necessary to sustain plant life is used. Over-irrigating could be extremely erosive and should be avoided. CWE 2040602.1 June 29, 2004 Page No. 11 FOUNDATIONS GENERAL: Based on our findings and engineering judgments, it is our opinion that die proposed residences may be supported by shallow conventional continuous and isolated spread footings. The following recommendations are considered the minimum based on soil conditions and are not intended to be lieu of structural considerations. All foundations should be designed by a qualified structural engineer. FOUNDATION DIMENSIONS: Spread footings supporting the proposed two- and three-story structures should be embedded at least 18 and 24 inches below finish pad grade, respectively. Retaining wall footings should be embedded at least 18 inches below finish grade. Continuous should have a minimum width of 15 inches and 18 inches for two- and three-story construction, respectively. Continuous footings supporting retaining walls and isolated footings should have a minimum width of 24 inches. BEARING CAPACITY: Conventional continuous spread footings with the above minimum dimensions for two-story structures may be designed for an allowable soil bearing pressure of 3,500 pounds per square foot. This value may be increased by 300 and 700 psf for each addition foot of footing width and embedment, respectively, to a maximum of 5,000 psf. This value may also be increased by one-third for combinations of temporary loads such as diose due to wind or seismic loads. FOOTING REINFORCEMENT: The project structural engineer should provide reinforcement requirements for foundations. However, based on soil conditions, we recommend that the minimum reinforcing for continuous footings consist of at least two No. 5 bars positioned three inches above the bottom of the footing and two No. 5 bars positioned two inches below the top of the footing. LATERAL LOAD RESISTANCE: Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by die passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be and 0.35. The passive resistance may be considered to be equal to an equivalent fluid weight of 350 pounds per cubic foot. This assumes the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used, the friction value should be reduced by one-third. SETTLEMENT CHARACTERISTICS: The anticipated total and differential settlement is expected to be less than about one inch and one inch in forty feet, respectively, provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and CWE 2040602.1 June 29, 2004 Page No. 12 foundations due to shrinkage during concrete curing or redistribution of stresses, therefore some cracks should be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. FOUNDATION PLAN REVIEW: The foundation plans should be submitted to this office for review in order to ascertain that the recommendations of this report have been implemented, and that no additional recommendations are needed due to changes in the anticipated construction. FOUNDATION EXCAVATION OBSERVATION: All foundation excavations should be observed by the Geotechnical Consultant prior to placing reinforcing steel or formwork to determine if the foundation recommendations presented herein are followed. All footing excavations should be excavated neat, level, and square. All loose or unsuitable material should be removed prior to the placement of concrete. SEISMIC DESIGN PARAMETERS: Based on a maximum magnitude (Mmax) earthquake of 6.9 along the nearest portion of the Rose Canyon Fault Zone, the Maximum Ground Acceleration at the site would be approximately 0.18 g. For structural design purposes, a damping ratio not greater than 5 percent of critical dampening, and Soil Profile Type SB are recommended (UBC Table 16-J). Based upon the location of the site being greater than 10 kilometers from the Rose Canyon Fault (Type B Fault), Near Source Factors N» equal to 1.0 and Nv equal to 1.0 are also applicable. These values, along with other seismically related design parameters from the Uniform Building Code (UBC) 1997 edition, Volume II, Chapter 16, utilizing a Seismic Zone 4 are presented in die following table. TABLE II: SEISMIC DESIGN PARAMETERS UBC - Chapter 16 Table No. 16-1 16-J 16-Q 16-R 16-S 16-T 16-U Seismic Parameter Seismic Zone Factor Z Soil Profile Type Seismic Coefficient C2 Seismic Coefficient Cv Near Source Factor N» Near Source Factor Nv Seismic Source Type Recommended Value 0.40 SB 0.40 N, 0.40 Nv 1.0 1.0 B CWE 2040602.1 June 29, 2004 Page No. 13 ON-GRADE SLABS GENERAL: It is our understanding that the proposed residences will use concrete slabs-on-grade. The following recommendations assume that the subgrade soils have been prepared in accordance with the recommendations presented in the "Site Preparation" section of this report. In addition, the following recommendations are considered to be the minimum slab requirements based on the soil conditions and are not intended to be in lieu of structural considerations. All slabs should be designed by a qualified structural engineer. INTERIOR FLOOR SLABS: The minimum floor slab thickness should be four inches (actual) and all floor slabs should be reinforced with at least No. 3 reinforcing bars placed at 18 inches on center each way. Slab reinforcement should be supported on chairs such that the reinforcing bars are positioned at mid-height in the floor slab. The garage slab may be constructed independent of the garage perimeter footings. However, if the garage slab and footings are poured monolithically, the slab reinforcement should extend into the perimeter foundations at least six inches. MOISTURE PROTECTION FOR INTERIOR SLABS: It should be noted that it is the industry standard that interior on-grade concrete slabs be underlain by a moisture retarder. We suggest that the subslab moisture retarder consist of at least a two-inch-thick blanket of one-quarter-inch pea gravel or clean coarse sand overlain by a layer of 10-mil visqueen. The visqueen should be overlain by a two-inch-thick layer of coarse, clean sand that has less than ten percent and five percent passing the No. 100 and No. 200 sieves. Our experience indicates that this moisture barrier should allow the transmission of from about six to twelve pounds of moisture per 1000 square feet per day through the on-grade slab. This may be an excess amount of moisture for some types of floor covering. If additional protection is considered necessary, the concrete mix can be designed to help reduce the permeability of the concrete and thus moisture emission upwards through the floor slab. EXTERIOR CONCRETE FLATWORK: Exterior slabs should have a minimum thickness of four inches. Reinforcement and control joints should be constructed in exterior concrete flatwork to reduce die potential for cracking and movement. Joints should be placed in exterior concrete flatwork to help control die location of shrinkage cracks. Spacing of control joints should be in accordance with the American Concrete Institute specifications. When patio, walks and porch slabs abut perimeter foundations they should be doweled into the foo tines. C\VE 2040602.1 June 29, 2004 Page No. 14 EARTH RETAINING WALLS PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 350 pounds per square foot per foot of depth. This pressure may be increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.35 for die resistance to lateral movement. When combining frictional and passive resistance, the friction should be reduced by one-third. The upper 12 inches of exterior retaining wall footings should not be included in passive pressure calculations where abutted by landscaped or unpaved areas. EQUIVALENT FLUID PRESSURE: The active soil pressure for the design of "unrestrained" and "restrained" earth retaining structures with level backfill may be assumed to be equivalent to the pressure of a fluid weighing 35 and 55 pounds per cubic foot, respectively. These values assume a drained backfill condition. SURCHARGE: No surcharge loads have been considered. If any surcharge loads are anticipated, this office should be contacted for the necessary increase in lateral soil pressures. WATERPROOFING AND SUBDRAIN OBSERVATION: The project architect should provide waterproofing details. The geotcchnical engineer should be requested to verify that waterproofing has been applied. A suggested wall subdrain detail is provided on the attached Plate Number 8. We recommend that the Geotechnical Consultant be retained to observe all retaining wall subdrains to verify proper construction. BACKFILL: All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the Geotcchnical Consultant and engineering geologist so that they may review and verify their compliance with this report and with the Uniform Building Code. CWE 2040602.1 June 29, 2004 Page No. 15 It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with die design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of die subsurface soil conditions encountered at die subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations or temporary slopes might be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to die attention of the Geotechnical Consultant so that he may make modifications if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of tiiis report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in die Standards-of-Practice and/or Government Codes may occur. Due to such changes, die findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currentiy practicing under similar conditions and in die same locality. CWE 2040602.1 June 29, 2004 Page No. 16 The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely 011 the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CLIENT'S RESPONSIBILITY It is the responsibility of the Client, or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. FIELD EXPLORATIONS Six subsurface explorations were made at the locations indicated on the site plan included herewith as Plate Number 1 on January 23, 2003. These explorations consisted of six test trenches using a Case 580L Backhoe. The fieldwork was conducted under die observation and direction of our engineering geology personnel. The explorations were carefully logged when made. The test trench logs are presented on the following Plate Numbers 2 through 7. The soils are described in accordance with the Unified Soils Classification. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Disturbed "bulk" samples and relatively undisturbed "chunk" samples were taken from the trench excavations and transported to our laboratory for testing. CWE 2040602.1 June 29, 2004 Page No. 17 LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test mediods or suggested procedures. A brief description of the tests performed is presented below. a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with die Unified Soil Classification System. b) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and die in-place moisture content is determined as a percentage of the soil's dry weight. The results of these tests are summarized in the boring logs. c) COMPACTION TEST: The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance widi ASTM Standard Test D-l557-91. The result of this test is presented below. Sample Number: Trench T-3 @ 0 - 3* Sample Description: Light yellowish-brown, silty sand (SM) Optimum Moisture Content: 10.7 % Maximum Density: 119.0 pcf d) DIRECT SHEAR TEST: A direct shear test was performed to determine die failure envelope of the anticipated foundation soils based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. The sample was tested at different vertical loads and at a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inch per minute. The results of these tests are presented below. Sample Number: Trench T-3 @ 0 - 3' Sample Type: Remolded to 90 % Angle of Internal Friction: 26° Apparent Cohesion: 300 psf CXVE 2040602.1 June 29, 2004 Page No. 18 e) GRAIN SIZE DISTRUBUTION: The grain size distribution of a selected sample was determined in accordance with ASTM D422. The results of these tests are presented below. Sample Location Trench T-3 @ 0 — 3' Sieve Size Percent Passing #4 100 #8 99 #16 97 #30 95 #50 90 #100 62 #200 35 Soil Type SM LOG OF TEST TRENCH NUMBER T-l Date Excavated: 1/23/2003 Logged by: TSW Equipment: Case 580 Backhoe Project Manager: CHC Existing Elevation: 464 feet Depth to Water: N/A Finish Elevation: 466 feet Drive Weight: N/A DEPTH (feet)\; - 5 - 6 - 7 - 9 -10 GRAPHIC LOG1 SUMMARY OF SUBSURFACE CONDITIONS Artificial Fill (Qaf): Grayish-brown, moist, loose, GRAVELLY \SAND(SM). / Weathered Undifferentiated Santiago Peak Volcanics (KJsp): Reddish-brown and gray, damp to moist, medium dense to dense, ^1 SANDY GRAVEL (GP), moderately to highly fractured. !^E ,„. Practical refusal at 4 feet. SAMPLES SAMPLE TYPECK BULKI PENETRATION(blows/foot)MOISTURE (%)4.5 •-> CT-2 u Q 142.7 LABORATORYTESTSw CHRISTIAN WHEELER E N G 1 N f. E K. 1 N G PROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: JOB NO. : HF DATE: February 2003 2040602 PLATE NO.: 2 LOG OF TEST TRENCH NUMBER T-2 Date Excavated: 1/23/2003 Logged by: TSW Equipment: Case 580 Backlioe Project Manager: CHC Existing Elevation: 464 feet Depth to Water: N/A Finish Elevation: 466 feet Drive Weight: N/A DEPTH (feet):'GRAPHIC LOGSUMMARY OF SUBSURFACE CONDITIONS 1 Artificial Fill (Oaf): Grayish-brown, moist, loose, SILTY SAND (SM). Weathered Undifferentiated Santiago Peak Volcanics CKJspl: Reddish-brown and gray, damp to moist, medium dense to dense, 2 ^Bj SANDY GRAVEL (GP). ^^^1 Moderately to highly fractured from l/2 to 2l/2 feet.^^H:: - 5 - 6 - 7 - 9 -10 ^^H At 2'A feet becomes dense to very dense. Practical refusal at 3'/2 feet. SAMP1.SAMPLE TYPEHS BULKPENETRATION(blows/foot), CK. 1 MOISTURE (%)8.3 DRY UNIT WT.(pcf)152.1 LABORATORYTESTSm CHRISTIAN WHEELER I'. N C 1 N L I:_ It 1 N G PROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: JOB NO. HF DATE: February 2003 2040602 PLATE NO.: 3 LOG OF TEST TRENCH NUMBER T-3 Date Excavated: 1/23/2003 Logged by: TSW Equipment: Case 580 Backhoe Project Manager: CHC Existing Elevation: 464 feet Depth to Water N/A Finish Elevation: 457.5 feet Drive Weight: N/A OJ XH W Q - l - 2 — 3 - 4 . - 5 • 6 7 - 8 - 9 10 GRAPHIC LOG— SUMMARY OF SUBSURFACE CONDITIONS Artificial Fill (QaQ: Light gray, moist, medium dense to dense, SILTY SAND (SM), very fine to fine-grained. Medium brown, damp to moist, medium dense to dense, SILTY SAND (SM), with gravel and clay. Weathered Undifferentiated Santiago Peak Volcanics fKJsp): Reddish-brown and gray, damp to moist, dense, SANDY \_ GRAVEL (GP). Highly fractured from 6-7 feet. Becomes very dense at I'-/ Practical refusal at 7 feet. SAMPLES SAMPLE TYPEBULKPENETRATION(blows/foot)1 CK 1 11ICK if 1 MOISTURE (%)IZ6 7.2 DRY UNIT WT.(pcf)11)9.8 103.6 LABORATORYTESTSMD DS S.\ *ti CHRISTIAN WHEELEK L N G 1 N C i: 11 1 N G PROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: JOB NO. : HF DATE: February 2003 2040602 PLATE NO.: 4 LOG OF TEST TRENCH NUMBER T-4 Date Excavated: 1/23/2003 Logged by: TSW Equipment: Case 580 Backhoe Project Manager: CHC Existing Elevation: 464 feet Depth to Water: N/A Finish Elevation: 466 feet Drive Weight: N/A V XHfcPJ Q GRAPHIC LOG^^^^^rt I SUMMARY OF SUBSURFACE CONDITIONS Artificial Fill (Oaf): Grayish -brown, moist, loose, GRAVELLY \ SAND (SM). / Weathered Undifferentiated Santiago Peak Volcanics CKJsp): Reddish-brown and gray, damp to moist, medium dense to dense, ^H SANDY GRAVEL (GP). At 3 feet becomes dense to very dense. - 4 - 5 - 6 - 7 - 9 -10 ^^H^^H From Vz to 3 feet becomes moderately to highly fractured. ^^^H| Practical refusal at 3'/z feet. SAMPLES SAMPLE TYPECK BULKPENETRATION(blows /foot)1 MOISTURE (%)0.8 Q 163.4 LABORATORYTESTSw CHR1S11 AN WHEELER L N G ! N r I" K 1 N <; PROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: IOB NO. HF DATE: February 2003 2040602 PLATE NO.: 5 LOG OF TEST TRENCH NUMBER T-5 Date Excavated: 1/23/2003 Logged by: TSW Equipment: Case 580 Backhoe Project Manager: CHC Existing Elevation: 464 feet Depth to Water: N/A Finish Elevation: N/A Drive Weight: N/A DEPTH (feet)GRAPHIC LOG- i ^H SUMMARY OF SUBSURFACE CONDITIONS Weathered Undifferentiated Santiago Peak Volcanics fKJsp^: Reddish-brown and gray, damp to moist, dense, SANDY ^H GRAVEL (GP). « ^^H Moderately to highly fractured from 0-12 inches. 1, - 4 - 5 • 6 - 7 - 9 -10 MM At 12 inches becomes very dense. Practical refusal at 2'/2 feet. SAMPLES SAMPLE TYPEBULKPENETRATION(blows /foot)MOISTURE (%)i EH C7- §£ £Q LABORATORYTESTSw CHRISTIAN WHEELER 1-: N C. I N li t R. 1 N C PROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: |OB NO. HF 2040602 DATE: February 2003 PLATE NO-: 6 LOG OF TEST TRENCH NUMBER T-6 Date Excavated: 1/23/2003 Logged by: TSW Equipment: Case 580 Backhoe Project Manager: CHC Existing Elevation: 474.0 feet Depth to Water: N/A Finish Elevation: 476.0 feet Drive Weight: N/A DEPTH (feet)- 1 - 2 - 3 - 5 GRAPHIC LOG1 SUMMARY OF SUBSURFACE CONDITIONS Slopewash (Qsw)j Medium to dark brown, damp to moist, loose to medium dense, SILTY SAND (SM), with gravel. Weathered Undifferentiated Santiago Peak Volcanics (KJsp}: Reddish-brown and gray, damp to moist, medium dense to dense, ^Bj SANDY GRAVEL (GP). , ^^^H Moderately to highly fractured from 4-7 feet. ^^H Dense to very dense at 7 feet. 1 - 9 -10 SAMPLES SAMPLE TYPEBULKPENETRATION(blows/ foot)MOISTURE (%)DRY UN IT WT.(pcf)LABORATORYTESTSTest trench terminated at 10 feet. PROPOSED LA COSTA DUPLEX *ffl 2817 & 2819 Cazadero Dr., Carlsbad, California CHRISTIAN WHEELER BY: HF i -NC.iNLLK.NC JOB NO.: 2040602 DATE: February 2003 PLATE NO.: 7 3/4 inch Crushed Rock or Miradraki 6000 or Equivalent Geofabric Between. Rock and Soil Minimum 4-inch Diameter Perforated Pipe PVC Schedule 40 6-inch | / Max. f •g 12" 6-inch Minimum Waterproof Back of Wall Per Architect's Specifications Top of Ground or Concrete Slab 6-inch Minimum RETAINING WALL SUBDRAIN DETAIL No Scale w CHRJSTIAN WHEELER. i: N c i N i: i: K i N c 4-J25 MKKCl'RY STRKHT TI/,1, (S58) 496-9760 SAN DIKGO. QM.II-'ORNIA 92111 TAX. (H5«) 469-975S PROPOSED RESIDENCES 2817-2819 CAZADERO DRIVE, CARLSBAD, CALIFORNIA BY: SI IV JOB NO.: 2040602 DATE: June 2004 PLATE NO.: 8 CWE 2040602.1 June 29, 2004 Appendix A, Page Al REFERENCES Christian Wheeler Engineering, February 17, 2003, Report of Preliminary Geotechnical Investigation, Proposed Residential Duplex. 2817-2819 Cazadero Drive. Carlsbad. California. Anderson, J.G.; Rockwell, R.K. and Agne\v, D.C., 1989, Past and Possible Future Earthquakes of Significance to the San Diego Region, Earthquake Spectra. Volume 5, No. 2, 1989. Blake, T.F., 2000, EQFAULT, A Computer Program for the Estimation of Peak Horizontal Acceleration from 3-D Fault Sources, Version 3.0, Thomas F. Blake Computer Services and Software, Thousand Oaks, California. Boore, David M., Joyner, William B., and Fumal, Thomas E., 1997, "Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity, and Pseudo-Absolute Acceleration Response Spectra", in Seismologkal Research Letters, Volume 68, Number 1, January/February 1997. California Division of Mines and Geology, 1998, Maps ofJKnown Active Fault Near Source-Zones in California and Ad[acent Portions of Nevada. Federal Emergency Management Agency, 1997, San Diego County, California and Incorporated Areas Flood Insurance Rate Map, Panel 1051 of 2375, Map Number 06073C1051 F. Hart, E.W., 1994, Fault-Rupture Hazard Zones in California, California Division of Mines and Geology Special Publication 42. Jennings, C.W., 1975, Fault Map of California, California Division of Mines and Geology, Map No. 1, Scale 1:750,000. Kern, P., 1989, Earthquakes and Faults in San Diego County, Pickle Press, 73 pp. Tan, S.S., 1995, Landslide Hazards in the Northern Part of die San Diego Metropolitan Area, San Diego County, California, California Division of Mines and Geology Open-File Report 95-04. Tan, Siang S. and Kennedy, Michael P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, California Division of Mines and Geology, DMG Open-File Report 96-02. OWE 2040602.1 June 29, 2004 Appendix A, Page A2 Wesnousky, S.G., 198G, "Earthquakes, Quaternary Faults, and Seismic Hazards in California", in Journal of Geophysical Research, Volume 91, No. B12, pp 12,587 to 12,631, November 1986. TOPOGRAPHIC MAPS County of San Diego, 1960, Map Sheet 342-1695; Scale: 1 inch = 200 feet. County of San Diego, 1975, Map Sheet 342-1695; Scale: 1 inch = 200 feet. CWE 2040602.1 June 29, 2004 Appendix B, B-2 Maximum Density & Optimum Moisture Content - ASTM D-1557-91 Density of Soil In-Place - ASTM D-l 556-90 or ASTM D-2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsighdy debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 OWE 2040602.1 June 29, 2004 Appendix B, B-3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer, Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiendy applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. CWE 2040602.1 June 29, 2004 Appendix B, B-l RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS PROPOSED RESIDENCES 2817 AND 2819 CAZADERO DRIVE CARLSBAD. CALIFORNIA GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter m the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: CWE 2040602.1 June 29, 2004 Appendix B, B-4 Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut- back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified diat day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or Uthified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Geotechnical Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or OWE 2040602.1 June 29, 2004 Appendix B, B-5 the observation and testing shall release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-2. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the Geotechnical Engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. 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