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Home My WebLink About1903 WRIGHT PL; ; CB973728; Permitv#cU7'iZ3 BUILDING PERMIT Permit No: CB973728 12/22/97 15:00 Project No: A9704815 Paqe 1 of 1 Development No: Construction Type: NEW Status: ISSUED Applied: 12/04/97 Apr/Issue: 12/22/97 Entered By: BMA Appl/Ownr : GEOGRID INC 619 278-0259 3814 MURPHY CANYON RD STE A218 SAN DIEGO CA 92121 *** Fees Required *** **.*_—....Fs Collected & Credits Fees: 1,583.00 /\ • 2471 i2/22/97 0001.01 o' Adjustments: ,-'ooc /LTotal ,Credits: C-PRMT•00 96700 Total Fees: y 83.0Om'\\5 -'Tdtal1.Pvmets: 616.00 '.J 967.00 ,. ...- Fee description \ - JJn1..ts\JF.ee/Unit Ext fee Data \ /_ _ c-- , \ --------------- Building Permit 948.00 Plan Fee TOTAL BUILDING (;19.00 \ INCORPORATED 1952 FINAL APPROVAL INSP.7 DATE CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 Job Address: 1903 WRIGHT PL Suite: Permit Type: RETAINING WALL Parcel No: 212-091-14-00 Lot#: Valuation: 187,326 Occupancy Group: Ref erence#: Description: 13,876 SF KEYSTONE RETAIN WALL W/ CALCS,CORNERSTONE CORP CENTER PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 7111. (760) 438-1161 FOR OFFICE USE ONLY PLAN CHECK NO.q. 372/ EST. VAL. 32 Plan Ck. Deposit jhoo Validated By IYOó I&6h17t Address (include Bldg/Suite #) Business Name (at this address) or// n, //Z-91 Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units 2021 12/04/97 0001 01 02 Assessor's Parcel # Existing Use Proposed Use C-PRMT 616.00 Kr5rô,je £7 /3S7(, Co,efg( Cvr Description of, Work SQ. FT.' #of Stories # of Bedrooms # of Bathrooms (i1) 6.€I4)' (they Cof-) C4M,da Dz,o 50 14JZ1 s'øei ZZAM 7_0-1244"o Name Address City State/Zip :Telephone # Fax # 13 APPUc ractor JTt fó Ower , ,i4cvSi i' r c'ra-' 4. 4 £4 1A 9767 y Name Address City State/Zip Telephone # fr/47eC€, A7/Q /f/?f51 4L'VI-D4 Ia?çi}4P O7.5/7/?'/ /_ 44Z Name Address City State /Zip - Telephone # :ffTR4~CTOWTCOMPA_NY. r' (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 Codel 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 [$5001). V Oc,j A." 1Q Vt 51)- g,i, 9f/ 215- OZ5 Name Address City State/Zip Telep A State License # License Class B ? - City Business License # _________________ Designer Name - Address / City State/Zip Telephone - tateLicense # ee3c, zp L6 WORKERSQñPENSAT)QN Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and willmaintain 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. I have andwill 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 ,DJ16tjc. 1,V491A1/7'7' C, Policy No. OOO 41 5o6 Expiration Date_______________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS-IS 1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, Ishall not employ any person in any manner so as to become subject to the Wor ' Compensation Laws of California. WARNING: Failure t s cur o érs' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($1 i othe cost of compensation, damages as provided for in Section 3706 of: 7,L b cod t t and auorne's fees. SIGNATUR DATE OWNER UI D R DEC R TION ' _] I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 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). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contraôtor'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). - I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 1 (have / have not) signed an application for a building permit for the proposed work. - I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): I plan to provide portions of the w 6rk, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 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 fwork): PROPERTY OWNER SIGNATURE _______________________________________ DATE FOR 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? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 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. (8iCONSTRUCTION LENDING AGENCYI - 1 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). 7 LENDER'S NAME LENDER'S ADDRESS__________________________________________________________ L9 _APPLICANT CERTIFICATION 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 Cit' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'O" deep and demolition or construction of structures over 3 stories in height. : EXPIRATION: Every per issued by thejBuilding 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 c9(nme within 365 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 w -. no of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S- SIGNATURE A'1—-------- DATE - - WHITE: File YELLOW: Applicant PINK: Finance List 1-Permit-Type From he following list, aetermine the permit-type that best describes the work you propose to do. Please put the code of that permit-type in the blank at the top of the page on the front of this application. Residential permits (only) also require the identification of the structure-type to be associated with the permit. Choose a structure-type from 'List 2 - Structure-Types' and put iti code in the appropriate blank on the front of this application. Residential Permits Code Description APT Apartments - new construction. CONDO Condominiums - new construction. CVNNR Conversion. Convert all or a portion of a non-residential building to residential use, creating one or more new residential units. CVNRN Conversion. Convert one or more residences in a bulldihg to non-residential usage. CVNRR Conversion. Increase or reduce the number of dwelling units in a residential structure through interior modifications (i.e.: a four bedroom house converted to a duplex, with 2 bedrooms each). DEMO Demolition permit. (Also specify type of structure from List 2). DUP Duplex - new construction. - MOHO Mobile home, renovation, repair, or addition of accessory structure not yielding a new living unit. MOHON Mobile home, pre-fabricated house, or trailer installed (plumbed, wired) in a mobile home park (see distinction from single-family residence, below). RAD Residential addition/alteration, creating no new dwelling unit(s). RREISSIJE Residential permit re-issue. RREPAIR Residential building repair. Damage, fire, etc. RREPLACE Residential building replacement (no additional units). SFA Single-family, attached - new construction. A one-family house attached to one or more other houses, with one or more common 'vãlls extending from foundation to roof at, or forming, a lot line. Has own plumbing and heating system (e.g.: townhouse, row house, half-plex) SFD Single-family, detached - new construction: A one-family house with open area on all four sides. May have an attached or detached garage, or a business. May be a detached 'granny flat'. May be a mobile home or trailer on an individual lot, but not in a mobile home park. Non-Residential/Accessory Permits Code Description COM Commercial structure, new construction. CREISSUE Commercial permit re-issue. CREPAIR Commercial building - repair. Damage, fire, etc. CREPIACE Commercial building - replacement. Cli Commercial tenant improvement. DEMO Demolition permit. ELEC Electrical permit, for electrical work only. HOTEL Hotel or motel (including Managed Living Unit hotel) - new construction. HOTELR Hotel renovation. INDUST Industrial structure, new construction. III Industrial tenant improvement. MECH Mechanical permit, for mechanical work only. MISC Miscellaneous. Use only if proposed work doesn't fit another activity type. PATIO Patio and/or deck. PLUM 1 Plumbing permit, for plumbing work only. POOL Gunite pools and spas. RETAIN Retaining wall permit. SIGN Sign construction/installation permit. SOLAR 1 Solar energy system installation permit (specify structure type to be served). SPA Factory-made or Gunite. List 2 - Structure-Type (Use with Residential Permit Only) From the following list, determine the type of residential structure that best describes the structure on which you will be working. Please put the code of that structure-type in the appropriate blank at the top of the page on the front of this application. Code Description SFA Single-family, attached. A one-family house attached to one or more other houses, with one or more common walls extending from foundation to roof at, or forming, a lot line. Has own plumbing and heating system (e.g.: townhouse, row house, half-plex). SFD Single-family detached: A one-family house with open area on all four sides. May have an attached or detached garage, or a business. May be a detached 'granny flat'. May be a mobile home or trailer on an individual lot, but not in a mobile home park. MF2-4 Multi-family, 2 to 4 units. A residential structure on a single lot, containing two, three, or four dwelling units. Units may share master heating, plumbing, or electrical service (e.g.: duplex, triplex, quad-plex). MFS + Multi-family, 5 or more units. Same as MF2-4, except the building has a t least five attached units on the same lot. MOHO Mobile home, pre-fabricated house, or trailer installed (plumbed, wired) in a mobile home park (see distinction from single-family residence, above). CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB973728 FOR 01/06/98 DESCRIPTION: 13,876 SF KEYSTONE RETAIN WALL W/ CALCS,CORNERSTONE CORP CENTER TYPE: RETAIN JOB ADDRESS: 1903 WRIGHT PL APPLICANT: GEOGRID INC CONTRACTOR: OWNER: REMARKS: C/804-0117 SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE CB973187 ELEC CD LVL DESCRIPTION INSPECTOR AREA PLANCK# CB973728 0CC GRP CONSTR. TYPE NEW STE: LOT: PHONE: 619 278-0259 PHONE: PHONE: INSPECTOR STATUS ISSUED ACT COMMENTS 63 MA Walls ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS EsGil Corporation Professional Plan Review Engineers DATE: 12/16/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3728 PROJECT ADDRESS: 1903 Wright Place PROJECT NAME: Keystone Retaining Walls SET:I 0 AEPUCANT. JURIS.' O PLAN REVIEWER O FILE 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. El 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: 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 LI REMARKS: By: David Yao Enclosures: Esgil Corporation D GA LI CM LI EJ LI Pc 12/5 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 97-3728 12/16/97 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3728 PREPARED BY: David Yao DATE: 12/16/97 BUILDING ADDRESS: 1903 Wright Place BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION BUILDING AREA (ft. 2) VALUATION MULTIPLIER VALUE ($) retaining wall 13876 sf Air Conditioning Fire Sprinklers TOTAL VALUE 187326 (per city) 1991 UBC Building Permit Fee E Bldg. Permit Fee by ordinance: $ 947.5 1991 UBC Plan Check Fee Plan Check Fee by ordinance: $ 615.88 Type of Review: D Complete Review El Structural Only El Hourly El Repetitive Fee Applicable El Other: Esgil Plan Review Fee $ 492.7 Comments: Sheet 1 of I macvatue.doc 5196 _ City of Carlsbad S BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER: CB 017,37A 7 BUILDING ADDRESS: ( Is-UP 4)d /JLLt( 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. 77777 _oate. DENIAL Please see the attached report of deficiencies marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: By: Date: By: Date: ATTACHMENTS 0 Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON NAME: MICHELE MASTERSON City of Carlsbad ADDRESS: 2075 Las Palmas Drive Carlsbad, CA 92009 PHONE: (619) 438-1161, ext. 4315 G:LIBRARYG\WORDDOCSc*4KLST,Retai,.ng Wag 8,Alng Plancheck Mist Form Wdoc R.'. 8122198 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576• (619) 438-1161 • FAX (619) 438-0894 BUILDING PLANCHECK CHECKLIST RETAINING WALLS (c ISV' 2ND/ 3RD/ O f , 3 iY IJ 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow D. Easements Existing & Proposed Structures E. Retaining Wall (dimensioned from-street) (location and height) Property Lines 2. Show on site plan: Drainage Patterns Existing & Proposed Slopes Existing Topography 3. Include on title sheet: Site Address Assessor's Parcel Number Legal Description Grading Quantities Cut Fill Import/Export (Grading Permit and Haul Route Permit may be required) Li Li Li 4. Project does not comply with the following Engineering Conditions of approval for Project No. Conditions were complied with by: Date: MISCELLANEOUS PERMITS Li Li Li 5. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent tot he public Right-of-Way. A separate Right-of-Way issued by the Engineering Department is required for the following: Please complete attached Right-of-Way application form and return to the Engineering Department together with the requirements on the attached Right-of-Way checklist, at the time of resubmittal. Page 1 GLIBRARY91GWORDD005c*lKLST%RetajrV,g Wal BiAlthig Pncfledc Oat Fann doc Rev. 8122196 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB M 779f Address \O7 z--i J.CG Planner,'h2-c Phone (61 9) 438-1161, extension 44A4(' APN: r4T 14CC Type of Project and Use: Project Density:____________________ Zonin :YY\ General Plan:I Facilities Management Zone: g5 CFnu.t #1_Date of participation: Remaining Remaining net dev acres: D( leOne ZM (For non-residential development: Type of land used created by this permit:fl7\y2<1,. Legend: Item Complete Item Incomplete Needs - your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:______________________________________________________ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (Enter CB #; UACT; NEXT1 2; Construct housing YIN; Enter Fee Amount (See fee schedule for amount); Return) Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing Street improvements, right-of-way width, dimensional setbacks and existing topographical lines. Provide legal description of property and assessor's parcel number. Zoning: Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Lot Coverage: Required Shown Height: Required Shown Parking: Spaces Required Shown Guest Spaces Required Shown Additional Comments______________________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE 10/10 ______ L .. • • L.. _. L. S V .. L. J L _ L t L '.- . ICBO Evaluation Service Inc. JL.Q 0 Me ,f 536() WORKMAN MILL ROAD • WI lITTlER, CALIfORNIA 90601 -2299 us.' A subsidiary corporation of the International Conference of Building Off ic I Is EVALUATION REPORT Copyright i' 1997 1CR() Fvlti.iwn Scrvic:c.,, In(:. Filing Category: DESIGN—Concrete (038) KEYSTONE RETAINING WALL SYSTEM KEYSTONE RETAINING WALL SYSTEMS, INC. 4444 WEST 78TH STREET EOINA, MINNESOTA 55435 1.0 SUBJECT Keystone Retaining Wall System. 2.0 DESCRIPTION 2.1 General: The Keystone Retaining Wall System utilizes modular concrete units for the construction of gravity or reinforced-soil retaining walls. The wall system is assembled in running bond without mortar or grout, utilizing high-strength fiberglass pins for shear connection and alignment. The system may include horizontal layers of structural geogrid reinforcement in the backfilled soil mass. Keystone concrete units are available in three basic configura- tions: Standard, Compac and Cap. Standard units weigh 110 pounds (50 kg) with normal-weight aggregates and have either a straight or three-plane split lace: 21.5 inches (546 mm) deep nominal, 8 incheS (203 mm) high, and 18 inches (457 mm) wide at the exposed face. tapering to 11 Inches (280 mm) at the tail. Compac units weigh 85 pounds (40 kg) with normal-weight aggregates and have either a straight or three-plane split face: 12 inches (305 mm) deep nominal, 8 inches (203 m(n) high. and 18 inches (457 mm) wide at the ex- posed lace. tapering to 12.5 inches (317 mm) at the tall. Cap units weigh 45 pounds (20 kg) and have either a straight or three-plane split lace: 10.5 inches (266 mm) deep nominal. 4 inches (102 mm) high, and 18 Inches (457 mm) wide at the exposed lace, tapering to 13.75 inches (350 mm) at the tail. Cap units are 1/2-height units with-out pin holes in the top of the surface. Full-height cap units may also be utilized. The unit weights noted above will vary between fabrica- tors because of mix design and aggregate weights. Actual Unit weights are to be used in design. Standard and Compac units have four holes each for installation of fiberglass connection pins. See Figure 1 for typical unit configura- tion. All units comply as Grade N. Type 1, In accordance with UBC Standard 21-4. with a minimum 28-day compressive strength of 3.000 psi (20 MPa) on the net area and a maximum water absorption 018 percent. Unit tolerances comply with Section 21.406 of UBC Standard 21-1. A pultruded fiberglass pin is used to provide alignment of the units during placement, positive placement of the geogrid reinforcement, and inter-unit shear. The angle of wall inclination is determined by location of the fiberglass pin placement during assembly. See Figure 2. The pin placement in the rear pin hole in every course provides a minimum wail inclination 017.1 degrees from vertical towards the backfill 11 inch (25 mm) minimum setback per course). The pin placement alternating between the Iront and roar pin holes on verti- cally adjacent rows provides a wall inclination of approximately 3.6 ER-4599 Reissued May 1. 1997 degrees from vertical towards the backfill (/2 inch (13 mm) m mum setback per course). The pin placement during assembly in the front pin hole provides a near-vertical wall inclination of approxi- mately 0.5 degree from vertical toward the backfill (ui ri (3 mm) minimum setback per course). Fiberglass connection pins are made of pultruded fiberglass 0.5 inch (12.7 mm) in diameter anti 5.25 inches (133 mm) long, with a minimum short beam shear strength 016400 psi (44 MPa). Core fill is a 1/2-inch to 314-inCh (12 mm to 20 mm). clean, crushed. stone material that is placed between and behind the units The tore fill provides additional weight to the completed wall section or sta- bility, local drainage at the face of the structure, and a filter to keep the backfill soils from filtering out through the face between units Core till is required in all the structural units and extends back 2 leet (600 mm) from the lace of the wall. Geogrid 50i1 reinforcement is re- quired to increase the height of the Keystone wall system above the height at which the wall is stable under its self-weight as a gravity system. Geogrids are synthetic materials specifically designed for use as soil reinforcement. Geogrids are manufactured from polyes- ter (PET), high-density polyethylene (HOPE), or polypropylene (PP) polymers. Geogrid reinforcement materials specifically tested for use with the Keystone retaining wall system are manufactured by the tallow- ing companies: Tensar Corporation - HOPE "UX series" geogrids - PP "BX series geogrids Nicolon/Mirafi Group --PET "Miragrid" geogrids Strata Systems, Inc. - PET "Strafagrid' geogrids Amoco Fabrics and Fiber - PP woven geotexiile Geogrids must be stored at temperatures higher than -10-0 (-20"C). Contact with mud, wet cement. and epoxy or other adhesive materials must be avoided. Prolonged exposure to sunlight of geo- grid materials should be avoided because they are subject to ultra- violet (UV) degradation. 2.2 Design: The system is designed as a gravity or reinforced-soil retaining wall that depends on the weight and geometry of the mass to resist lateral earth pressures and other lateral forces. Lateral earth pressures are determined using either Coulomb or Rankine earth pressure theory See Figure 1. The design must include evaluation of both external and internal stability of the structure and include consideration of ex- ternal loads such as surcharges and seismic forces External siahilp1 analyses are similar to those required for conventional retaining walls. Minimum safety factors ate 1.5 for sliding and 2.0 tor over. turning (1.5 for overturning on gravity walls), and 2.0 for bearing ca- pacity. Internal stability analyses of reinforced snui structures nnIui consider the maximum allowable reinforcement tension, piIi-oit re- sistance of the reinforcement behind the active failure lone, and the connection strength of geogrid reinforcement to the Keystone unit Table 1 shows allowable design strength, ( 7). for the googritis. Tlie. design strengths in the table have been reducerl by a safety lictor of Eu'oluation reports of (CAt) Fvaluu,ij&n Service, Inc., are issued solely to prii'hk information to Class A ,'nember.c urf'FC80, utilizing the code upon whit/u the report i.' tucued. Evaluation repuu-t.c are nut to be construed as representing oe.nl!iurrfrs or any other attributer not specifically uddressed star a (in endur.cu'rtu'nt or recoin 'nra. dasu,nJ'or use of the .nuhji''trt'port. This report it honed upon independent te.nt.r or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical .ctofJhus reviewed the test results andluur other data, but does nutp.'äcss icr! facilirk-s to make an independent verification, 'There i., no wan-only by (('80 Evaluation Service, inc. rxpeuu or implied, ui to any '/-'indi,ig" tie uthcr in otter in th., report or a.i in any product covered by the report. This disclaimer inriuder, but u.0 not Iiuu,iedto, ,nctt/ua,uia/,il,, Page 1 of 6 C/973 73r Page 2 ot. .5 Additional safety l;irtnr; that have been incorporated into the tmle include the creep re(lili:li(ji) factor, and factors coritiCririg chemical and liioloqiC3l damage and irislaflation damage. Soil inter-action and direct sliding coefficients are described in table . lnlr- unit shear capacity equations arc dl!scribed it Table 3. Walls over 6 feel (1829 mm) high installed in Seismic Zones 3 or 4 are also designed fr ';ei;:rrii: loads. A pseudo static design proce- dirre 5 utilized lot internal. external, and wall shear analyses. Seis- mic safety fiCtO(S arp 75 percent of the minirirurn allowable static salety factors. A foundation investigation in accordance with Section 1804 of the code is required for t; juli site, except for landscaping applications. The foundation investigation determines the soil properties and rec- onirnended values 101 design. The design of the Keystone wall is based cm accepted geotechnical principles for gravity and soil rein- forced structures. Specifics of design are found in the Keystone De- sign Manual dated November 1995. Keystone retaining wall systems are designed as follows: 1, Gravity retaining walls. The gravity wall system relies on flip, weight and georirelry of the Keystone units to resist lateral earth preSSiiieS. Gravity wall design is based on standard erigineeting principles for modular i:uncrete retaining walls. The maximum height 01 Keystone Standard and Cornpac units is shown in Fig- ure 3 for different soil and backslope combinations. Typical de- sign heights are 25 to 3 hines the death of the unit being used. 2 Geogrid-reinforced retaining walls: lIre genurid reinfurc:d Stitl system relies on the weight and geometry of the Keystone units and the. reiriloiced soil mass to act as a coherent gravity mass to resist lateral earth pressures. The ilesictnl of a reinforced Soil structure is specific to the Keystone unit selected, soil reinforce- ment sIt e.ngtn and soil interaction, soil strength properties, and structure geometry. The niaxiinurii design height is theoretically unlimited however, the general practical height limit is approxi' nirately 50 feel (iS in). Figure I shows a free body diagram for a reinforced soil retaining wall Fitjiire 4 shows typical conripo- nent details. 2.3 Structural Analysis Structural calculations must be submitted to the building official for each wall system installation. Structural analysis is based on accept- ed engrneeiui1c principles, the Keystone Design Manual dated No- vember 1995, arid the iaide. The analysis rniust include all items noted in Sections 2.3.1 and 2.3.2 and follow the design methodology of the Keystone Design Manual dated November 1995. 2.3.1 External Stability Analysis: The length of Itie r einforc.ed mass is 0.6 limes the freight of the wall as measured Irom top of leveling pad to top of wall) or as required to satisfy a safety (actor 011.5 on sliding at the. base, vhiclne.vei IS l i The minniiiiucir saltily factor lr overturning the reinforced mass is 2.0. considering the mans as a rigid body totaling ;tlmiit file. toe of the wall Global slnhlitv anatysis irrilsl lu irnvriled for walls with slopes below the toe 01 the wait. walls on soft foundations, walls than will be designed for Sub,1tCr(id conditions, lit lierccf walls. Ahei r.omple.ucn of the infernal stability analysts and geogrid layout. sliding along each rnsprc1ivc geogrid layer must be checked, inr.luili:uri shearing I In rough the connection at the wall lace. 2.3.2 Infernal Stability: Geogrid .spaCuQ is ha;eil on inral stability of the Keystone urnih; during Coi)Sli octioti A safvty factor 012 is used for cantiluvcrcd wints uv,Iiirrne'l tr,' thc soil forces atone. Vertical spacing is tvpi cally 2 itnies 111F rieptir of inc uiiit. 2. Tension calculations for cacn respective layer of reinforcing must he pri)vicli:O leirsioui is bused on the earth pressure arid surcharge load Calculated from halfway to the layer below In hallway In ihu layer above. C;ulcnilated Ieniurus must not exceed T, for each respective Liyer. See table I. ER-4599 Connection capacity shall be checked for each geogrid to Key stone connection. The calculated connection capacity must oe equal to or grealer tln;in lIre u:;lli:uilateM lerisilni tin cacti layer A calculation chm.:k rn ust be rnruude off I.uilloui ot Inc upper layers of reinforcing from the soil zone beyond the theoretical Rankine. tail ore plane. (4 b4/?) . The pull ouul cu puci lynn uisl be equal to or greater than the calculated tension aller applying the adjustnieiit faclirs shicv,ii fit Titiiui 2 2.4 Installation: The installation of the Keystone Retaining Wall Sytiii 15 as lul' lows: Excavate (or leveling pad and reirntorccd till zone Inspect excavations for adequate bearing capacity of foundation SO;IS and olisenvaf ion of groundwater conditions by a qualified geotcchnical engineer. Install a 6-inch-thick (150 mm) leveling pad of cmnslw.d Slonie. compacted to 75 peucent relative density it,,; njuli:rmined cy AS IM 0 4564. (An unreinforced concrete pad in aci;orntauir:e with Section 1923 of the code may be ijtilii.p.d fit plac.v 01 Inc crushed stone pad.) Install the first course of Keystone units, ensuring units are level from side to side and front to back. Install the fiberglass pin in the proper ahigimmeiil tii)ic for hatter selection. Fill the unit with core fill. Clean the lop surface 01 the units to remove loose aggnegale At appropriate levels, install ujeiiçjrmd reinforcing, connecting over the pins. All geogrid reinforcemeol is installed by placing the geogrid over the fiI)erçJIt5s purr at design elevations to rop' e.nly position the reinforcement. The roll or warp direction is the direction of primaly design Stre.nlcithi of tIme reinforcement. Adia' cent rolls are placed side by side: no civet lap us reuiiiircd. Pull taut to remove slack from the gcogrids before placing back- fill. Pull fhmc entire length of the geognid taut In reiniove any folds or wrinkles. Place and compact backbIt over the Iteognid layer Repeat placement of units. conefill, hacklill. and geogrids as shown on plans to finished grade. Backfill used in the reinforced fill mass must COiiSil 01 suitable fine-gtained or r:o;irsc-grained soil placed fit tills compacted to at least 90 percent of the maximum dry density. as determined by ASTM D 1557 (95 rnenn;eint per ASTM D 698). The t)acktill soil propemties, lift thickness, and degree of u:nirnip;nction shall be de- lernnincd by the soils eilgimnee.n luaseil air site specific coiiijihons In cut wall applications, if the reuritorced soil has 1)1)01 drainage Properties, it granular drainage layer or synthetic diainaqe c:onn- posite Should he installed to prevent buildiiji of hydrostatic pies- sumes behind the reinforced soil i'niass. Provisions for adequate subsurface drainage inul be determined by the soils engineer. Stack and align ijniIS using the structural pin connection be- tween vertically adjacent units at line nlisign setback ijlter The completed wall is built wuiti ;iligrnnnicnl lolen'ailces of 1 5 inches ('tO mm) in 10 feel (3 inn) in both the hnii.'uuiiuii and vertical 11cr;' I inn Whiuni required by the desini, geogrid i'e:i1foiciniitnc s placed al tile elevations Specifieti iii the design. Tine. reirifnjrced backfill must be placed and compacted 110 lower lhi.in the top of ilie unit elevation where geogrid placen'neint Is rnqtnred 2.5 Special Inspection: For watts 6 feet (1829 win) high and hiqhe.n. a special inspector is ongaged to iiinnilor foundation and reinforced till soil!; unconl-pacted fill ttnickncss. and cuiumnp;uction procedorus Special inspec- tion for njeogrid placement ;its(.) includes veiibi:;ition of pion'ien ment wilh respect to geogrint type. elevation, and orientation: proper tensioning of geognuifs to remove slack: and fill placeimienit proce-dures over geogrids. 2.6 Identification: A letter of cen1ificahion must be urovided ion tine Keviuui' irniuc indi-cating line manufacturer's name and utirer., nanie ui iflC piOCuLi Paige 3of6 ER-4599 the unit type, and the evaluation report number, for each project. 4.2 The Keystone Design Manual, dated November 1995, is Each roll of geogrid is identified by the manufacturers name and ad- submitted to the building official. dress, the name of the product, and the product designation. Fiber- 4.3 The wall design calculations must be submitted to and ap- glass pins are provided with each shipment. with a letter of certifica- proved by the building official, tion by Keystone. 4.4 Keystone units comply with this report and UBC Standard 3.0 EVIDENCE SUBMITTED 21-4 as Grade N, Type 1. 4.5 A foundation investigation in accordance with Section 1804 Descriptive literature, calculations, and test reports. of the code is provided for each project site. 4,0 FINDINGS 4.6 Special Inspection is required for foundation conditions, reinforced backfill placement, and structural geogrid That the Keystone Retaining Wall System complies with the 1994 installation In accordance with Section 1701 01 the code; Uniform Building Code', subject to the following conditions: Section 2.5 of this report; and the Keystone Design Manual dated November 1995. 4.1 The system is designed and Installed in accordance with 1996 Accumulative Supplement: This rcport is unaflected by the supple- this report; the Keystone Design Manual dated November ment. 1995; manufacturers Instructions: and accepted engineer- ing principles. This report is subject to re-examination In one year. TABLE 1—GEOGRID DESIGN STRENGTH DATA AND CONNECTION DATA (FACTORED FOR WORKING STRENGTH DESIGN VALUES) TENSAR OEOGRID DESIGN DATA -- T (Ibm.) AX 1200 3:16 MV) UXUIOOSB 476 (6.9 UX0I40SR LJX015WilJ . 762 (11.1) 1270t111.5j S8913 UXI400SB UX1500513 ---.(460(21.) UIRAFI MIRAGRIO DESIGN DATA 51' T4 ((bitt.) 3(12.2) 71 I069(15.6 1668(24.3)- ST 1(1'! 219902 1) STRATA SYSTEMS STRATAGRID DESIGN DATA T (Ibm.) Strata 2W 828 (12.1) 1026(150) Strata 300 . Strata 5(X ),S06 (22.1)) Sirulu 600 2532 (36.9) AMOCO 2044 FABRIC DESIGN DATA T (Ibm.) Amoco 2044 1 (il(i(VII) For I I mill. = ris.c, KN/m. TABLE 2.—GEOGRID INTERACTION AND SLIDING COEFFICIENTS, C'COs SOII.'rYPE Of Cl/C08 Crushed stone, gratel (GW. GM) o>340 (11 Sand. gravel, silty sands (SW, SM. SP) 1>320 0.9 Sandy silt, claycy sand (S(, ML.) 0.8 Sandy clay, kan clay (Cl.) $>26 0.7 Otherclays <26 0 6 cc I'IgUte I UIIU FeysIvne Liesign Munuui. TABLE 3—INTER-UNIT SHEAR RESISTANCE' Standard Unit Pi6ou+oJ7N (F= 23 + 0. It MI - Compac UnIl F5II034N (F=7.3+(I.11w) he inter-unit shcar resittance. F tih./lncar 10(11 (kNlni)), vi the Kcystc,nc Units at any dct'ili i a function of the pin strength and normal pressure. Nllbisquurc. Inot (kNlm2)1, of Keystune units delcrmincd frotti I;m1,urumtim i'mi results in accodancc with the 3h,5r eqmmutiun. COMPAC UNIT 85 lb. (40kg) STANDARD UNIT 110 ID. (SC In Page 4 of 6 --.- - ER-4599 hn-HI L 73 gRein Le- q hn tzrced - - Sol ass --Pa - - - (4502) hr/3 I L- 0.6H I 6 = Angle of Indination Infernal 6 = 2/3 External 8 = Mm (0 Fein, o Ret) = angle of inlernal friction Refer to Keystone Design Manual (November 1995) for design procedures. FIGURE 1—FREE BODY DIAGRAM CAP UNIT 45 lb. (eOk) ...< t.4'.••- A 'LI FIGURE 2 Height !! Page 5 of 6 ER-459 NEAR VERTICAL WALL (Minimum setback per unit) STANDARD UNITS MAX. HGT. Backsiope Soil Type Level 4H:1V 3H:1V 2H:1V Sand/Gravel 5.2' (1.6m) 4.7' (1.4m) 4.6' (1.4m) 4.1' (1.2m) Silty Sand 4.7' (1.4m) 4.3' (1.3m) 4.1' (1.2m) 3.6' (1.1m) Silt/Lean Clay 4.4' (13m) 3.9' (1.2m) 3.7' (1.1m) 2.9' (0.9m) COMPAC UNITS MAX. HGT. Backstope 'Soil Type Level 4H:1V 3H:1V 2H:1V Sand/Gravel 2.9' (0.9m) 2.6' (0.8m) 2.5' (0.8m) 2.3' (0.7m) Silty Sand 2.6' (0.8m) 2.4' (0.7m) 2.3' - (0.7m) 2,0' (0.6m) Silt/Lean Clay 2.4' (0.7rn) 2.1' (0.6m 2.0' (0.6m) 1.7' (0.5m) slope Total Heigh t' Retained Soil Type ONE.INCH (25mm) SETBACK WALL (25mm (1") mm. setback per unit) STANDARD UNITS MAX. HGT. Backsiope Soil Type Level 'lH:lV 3H:1V 2H:1V Sand/Gravel 6.8' (2.l m) 6.2' (1.9m) 5.9• (l.8m) 5.3' (1.6m) Silty Sand 6.1' (1,9m) 5.5' (1.7m) 52' (16m) 4.4' (1.3m) Silt/Lean Clay 5.3' (1.6m) 4.5' (1.4m) 1 4.1' (1.2m) 3.2' (1 .Om) COMPAQ UNITS MAX. HGT. Backsiope Soil Type Level 4H1V 3H:1V 2H:1V Sand/Gravel 3.8' (1.2m) 3.4' (1.0rn) 3.3' (1.0m) 2.9' (O.9 m) Silty Sand 3.4' (1.0m) 3.0' - (O.9m) 2.9' (O.9m) 2A (O.7m) Silt/Lean Clay 3.0' (O.9m) 2.7' (O.5m) 2.5' (0.8rn) 2.1 (0.6m) Notes: Calculations assume a unit weight of 18.9 kN/sqm for all S o i l t y p e s . A s s u m e d I a n g l e s f o r e a r t h p resnote calculations are: Sand/Gravel34'. Silty Sand-30, and Sandy Silt/L e a n C l a y = 2 6 . M i n i m u m S F > 1 . 5 . No surcharge loadings are included. Surcharges or speci a l l o a d i n g c o n d i t i o n s w i l l r e d u c e m a x i m u m w a l l n e g h i s Sliding calculations assume a 150mm (6") crushed stone leveling pad as compacted lounclalinn material. FIGURE 3 Page 016 ER-4599 Keystone Units - Finished Grade A i ,,- Backslope or Surchargfi /---7 - A734:"k-- Low Permeability Soil CRetamned Soil Z Unit Core Fill/Drainage '- Limit of Excavation 1/ (Rough cut) Setback/Batter Total Nall Height Finished Grade - A Y., I Embe - Depth Drainage Collection Pipe (it required) Levelina Pad Finished Grade Backsiope or Surcharge Keystone Units Setback/Batter Wail Height Total I Finished Grade— Embe Deptl Leveling Pad MA .. .. -. -.. \ / Low Permeability Soil (Reinforced Soil Zone / . ........ ..,. /(Retai ned Soil Zo Geosynthetic / Reinforcement / Limit of Excavation I (Sough cut) \___ Unit Core Fill/Drainage Drainage Collection Pipe (if required) FIGURE 4—TYPICAL WALL SECTIONS I GEOCON INCORPORATED I GEOTECHNICAL CONSULTANTS(low) I Project No. 05724-22-02 lqe "" A4'( I l?/r #6/3 73 728 July 31, 1998 —7-- /,'r& rZ,7-4 (77 5L I Newport National Corporation I 5050 Avenida Enemas, Suite 350 Carlsbad, California 92008 Attention: Mr. John Couvillion I Subject: CORNERSTONE CORPORATE CENTRE UNIT I, LOTS 7,8 AND 11, BUILDING PADS B, C AND D I CARLSBAD, CALIFORNIA REPORT OF IN-PLACE DENSITY TEST RESULTS KEYSTONE WALL AND UTILITY TRENCH BACKFILL I Gentlemen: In accordance with the request of Mr. James Farrell of Ninteman Construction Company, we have I provided compaction testing services at the subject project. The scope of our services consisted of performing observation and in-place density testing services during underground trench and Keystone wall backfihling operations. I The in-place density tests were performed using the nuclear test method (ASTM Test Procedure D2922-81). The laboratory compaction tests were performed in accordance with ASTM Test I Procedure D-1557-91. The results of the field and laboratory tests are summarized in Tables I and II, respectively. The locations where the in-place density tests were taken are indicated in Table I. I The results of the in-place density tests indicate that the underground trench and Keystone wall backfill soils possess a relative compaction of at least 90 percent at the locations tested. If you have any questions regarding this report, or if we may be of further service, please contact the I undersigned at your convenience. Very truly yours, I GEOCON INCORPORATED FES CIO R;u&G/A~a W Q132 Z RCE 32 CIVI I (2) Addressee (2/del) Ninteman Construction Company Attention: Mr. James Farrell I 6960 Flanders Drive • Son Diego, California 92121-2974 U Telephone (619) 558-6900 • Fax (619) 558-6159 I - .- - - - - - - - - - - - - - - - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ER 1 02/19/98 SLOPE BELOW WALL-J" 175 2 0 114.4 13.2 102.9 14.6 90 90 ER 2 02/19/98 SLOPE BELOW WALL-J" 178 3 0 117.1 13.9 106.8 15.2 91 90 ER 3 02/19/98 SLOPE BELOW WALL-J" 180 2 0 114.4 13.2 104.3 14.1 91 90 ER 4 02/25/98 SLOPE BELOW WALL"J" 175 2 0 114.4 13.2 105.6 14.8 92 90 ER 5 02/25/98 SLOPE BELOW WALL-J" 179 2 0 114.4 13.2 104.3 15.6 91 90 ER 6 02/25/98 SLOPE BELOW WALL-J" 182 2 0 114.2 13.2 103.7 14.7 91 90 ER 7 02/26/98 WALL "C" - END 182 3 0 117.1 13.9 108.6 16.4 93 90 ER 8 02/26/98 WALL "C" - END 184 3 0 117.1 13.9 109.5 16.2 94 90 ER 9 05/15/98 WALL "C" 0+5 190 2 0 114.4 13.2 104.9 15.2 92 90 ER 10 05/15/98 WALL "C" 0+2 189 2 0 114.4 13.2 104.1 15.1 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ET 1 01/23/98 PAD D -1 3 0 117.1 13.9 107.1 16.5 92 90 ET 2 01/23/98 PAD D -2 3 0 117.1 13.9 107.0 16.8 91 90 ET 3 01/26/98 PAD D -1 3 0 117.1 13.9 108.7 14.7 93 90 ET 4 01/26/98 PAD D -1 3 0 117.1 13.9 108.2 14.8 92 90 ET 5 04/10/98 PAD C -1 3 0 117.1 13.9 110.5 13.8 94 90 ET 6 04/10/98 PAD C -1 3 0 117.1 13.9 106.6 14.5 91 90 ET 7 04/10/98 PAD C -1 3 0 117.1 13.9 109.8 13.9 94 90 ET 8 04/10/98 PAD C -1 3 0 117.1 13.9 108.5 14.9 93 90 ET 9 04/13/98 PAD C -1 3 0 117.1 13.9 1080 17.0 92 90 ET 10 04/13/98 PAD C -1 3 0 117.1 13.9 108.7 17.1 93 90 Note: See last page of table for explanation of coded terms - - - - - - - - - 1 - - - - - - - M - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) SD 1 01/29/98 15" S OF PAD D -2 2 0 114.4 13.2 108.3 13.9 95 90 SD 2 01/30/98 15" 5 OF PAD D -3 3 0 117.1 13.9 107.6 14.5 92 90 SD 3 01/30/98 15" E OF PAD D -3 3 0 117.1 13.9 108.9 13.3 93 90 SD 4 02/02/98 15" E PAD D -2 2 0 114.4 13.2 105.3 14.8 92 90 SD 5 02/02/98 15" E OF PAD D -1 2 0 114.4 13.2 104.1 15.1 91 90 SD 6 02/11/98 15" NE OF WALL F -1 2 0 114.4 13.2 103.1 16.3 90 90 SD 7 02/11/98 15" NE OF WALL I -1 2 0 114.4 13.2 104.6 14.6 91 90 SD 8 02/05/98 24" W OF WALL F -2 3 0 117.1 13.9 104.2 18.8 89 90 SD 8A 02/11/98 24" W OF WALL F -2 3 0 117.1 13.9 108.3 15.0 92 90 SD 9 02/05/98 24" W OF WALL F -1 3 0 117.1 13.9 103.6 19.4 88 90 SD 9A 02/11/98 24" W OF WALL F -1 3 0 117.1 13.9 106.1 15.8 91 90 SD 10 02/06/98 BOX E OF WALL I -1 3 0 117.1 13.9 108.1 15.3 92 90 SD 11 02/06/98 BOX 30' N OF WALL I -2 3 0 117.1 13.9 106.0 14.7 91 90 SD 12 02/11/98 N OF WALLS I & F -2 3 0 117.1 13.9 109.3 13.8 93 90 SD 13 02/11/98 24" WALL 31W OF F -3 3 0 117.1 13.9 105.6 18.1 90 90 SD 14 02/13/98 BKFL END OF WALL F -3 3 0 117.1 13.9 110.3 14.1 94 90 SD 15 02/13/98 N BOX/WALLS I&F XINC -2 4 0 117.8 14.2 112.0 11.4 95 90 SD 16 02/16/98 BOX SE OF BLDG D -1 2 0 114.4 13.2 106.3 13.2 93 90 SD 17 02/16/98 ROOF DRAINS BTWN C&D -1 3 0 117.1 13.9 106.5 15.8 91 90 SD 18 02/16/98 ROOF DRAINS BTWN C&D -2 3 0 117.1 13.9 109.1 16.3 93 90 SD 19 02/16/98 ROOF DRAINS BTWN C&D -1 3 0 117.1 13.9 106.3 17.1 91 90 SD 20 02/16/98 ROOF DRAINS BTWN C&D -2 2 0 114.4 13.2 105.9 14.8 93 90 SD 21 03/11/98 BACKFL NEAR END OF C -1 2 0 114.4 13.2 106.4 14.9 93 90 SD 22 03/11/98 BACKFL WALL"C" UP BX -1 2 0 114.4 13.2 105.8 13.9 92 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location SD 23 03/11/98 LINE=BX ABOVE WALL C SD 24 03/11/98 INLET NE OF WRIGHT SD 25 03/11/98 SOUTHSIDE-BLDG B SD 26 03/16/98 SLOPE 24" RCP BOTTOM SD 27 06/16/98 SLOPE 24" RCP BOTTOM SD 28 03/16/98 SLOPE 24" RCP BOTTOM SD 29 03/18/98 4" LINE W OF BLDG B SD 30 03/18/98 4" LINE W OF BLDG B SD 31 03/19/98 23" PVC W OF BLDG B SD 32 03/19/98 SW SIDE OF BLDG B SD 33 03/19/98 S OF BLDG B W OF BOX SD 34 03/19/98 4" PVC 8 B OF BOX Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) -2 2 0 .114.4 13.2 104.8 15.3 92 90 -1 3 0 117.1 13.9 110.4 15.1 94 90 -2 3 0 117.1 13.9 109.6 16.3 94 90 -6 2 .0 114.4 13.2 106.0 16.5 93 90 -2 3 0 117.1 13.9 105.6 14.7 90 90 -6 2 0 114.4 13.2 103.1 15.6 90 90 -1 2 0 114.4 13.2 104.8 13.9 92 90 -2 1 0 121.0 12.6 111.8 15.0 92 90 -2 3 . 0 117.1 13.9 107.2 16.7 92 90 -1 3 0 117.1 13.9 106.8 19.6 91 90 -3 3 0 117.1 13.9 108.6 16.9 93 90 -2 3 0 117.1 13.9 107.3 16.3 92 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location SL 1 01/22/98 INSIDE PAD D SL 2 01/22/98 INSIDE PAD D SL 3 01/22/98 INSIDE PAD D SL 4 01/22/98 INSIDE PAD D SL 5 01/26/98 INSIDE. PAD D SL 6 02/11/98 LINE TO PAD C SL 7 02/11/98 LINE TO PAD C SL 8 02/11/98 LINE TO PAD D SL 9 02/11/98 LINE TO PAD D SL 10 03/11/98 LINE TO MECH YARD SL 11 03/12/98 4"LINE TO"B"IN SLOPE SL 12 03/12/98 4"LINE TO"B"IN SLOPE SL 13 04/09/98 INSIDE BLDG PAD "C" SL 14 04/09/98 INSIDE BLDG PAD "C" SL 15 04/09/98 INSIDE BLDG PAD "C" SL 16 04/09/98 INSIDE BLDG PAD "C" Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) -1 2 0 114.4 13.2 104.4 13.9 91 90 -1 2 0 114.4 13.2 108.1 16.2 95 90 -1 2 0 114.4 13.2 107.6 15.4 94 90 -1 2 0 114.4 13.2 105.1 16.3 92 90 -1 3 0 117.1 13.9 108.7 14.3 93 90 -1 3 0 117.1 13.9 107.7 16.3 92 90 -1 3 0 117.1 13.9 107.3 14.5 92 90 -2 3 0 117.1 13.9 105.3 15.8 90 90 -2 3 0 117.1 13.9 106.9 15.0 91 90 -1 3 0 117.1 13.9 107.3 14.8 92 90 -3 3 0 117.1 13.9 108.3 15.8. 92 90 -2 3 0 117.1 13.9 110.3 14.1 94 90 -1 2 0 114.4 13.2 104.0 15.3 91 90 -1 3 0 117.1 13.9 107.2 16.1 92 90 -1 2 0 114.4 13.2 103.0 16.0 90 90 -2 2 0 114.4 13.2 104.7 15.2 92 90 Note: See last page of table for explanation of coded terms == - - - - - - - - - - - - - - - - - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Test No. Date Test Location WB 1 12/30/97 WALL A-i WB 2 12/30/97 WALL A-i WB 3 12/31/97 WALL A-i WB 4 12/31/97 WALL A-i WB 5 12/31/97 WALL C WB 6 12/31/97 WALL C WB 7 12/31/97 WALL A-i WB 8 12/31/97 WALL A-i WB 9 12/31/97 WALL C WB 10 01/02/98 WALL C WB 11 01/02/98 WALL C WB 12 01/02/98 WALL A-i WB 13 01/02/98 WALL A-i WB 14 01/02/98 WALL A-i WB 15 01/05/98 WALL A-i WB 16 01/05/98 WALL A-i WB 17 01/05/98 WALL C WB 18 01/05/98 WALL C WB 19 01/05/98 WALL A-i WB 19A 01/05/98 WALL A-i WB 20 01/05/98 WALL A-i WB 21 01/05/98 WALL "C" WB 21A 01/05/98 WALL "C" WB 22 01/05/98 WALL "C" Elev. Pius Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 174 2 0 114.4 13.2 105.0 13.8 92 90 175 2 0 114.4 13.2 106.9 14.6 93 90 176 1 0 121.0 12.6 112.7 12.8 93 90 176 2 0 114.4 13.2 105.7 14.2 92 90 176 2 0 114.4 13.2 104.1 13.4 91 90 176 2 0 114.4 13.2 104.6 13.9 91 90 178 2 0 114.4 13.2 103.8 15.2 91 90 178 2 0 114.4 13.2 106.3 14.9 93 90 177 2 0 114.4 13.2 103.1 15.6 90 90 177 2 0 114.4 13.2 105.2 14.5 92 90 177 2 0 114.4 13.2 104.8 13.8 92 90 180 2 0 114.4 13.2 107.1 14.3 94 90 181 2 0 114.4 13.2 105.5 16.2 92 90 181 2 0 114.4 13.2 104.2 15.8 91 90 182 2 0 114.4 13.2 102.8 14.8 90 90 182 2 0 114.4 13.2 104.1 14.5 91 90 179 2 0 114.4 13.2 108.1 13.6 94 90 179 2 0 114.4 13.2 103.4 15.1 90 90 182 2 0 114.4 13.2 100.6 16.0 88 90 182 2 0 114.4 13.2 103.3 15.6 90 90 182 2 0 114.4 13.2 103.9 15.7 91 90 179 2 0 114.4 13.2 101.5 15.8 89 90 179 2 0 114.4 13.2 104.2 15.8 91 90 179 2 0 114.4 13.2 104.8 14.1 92 90 Note: See last page of table for explanation of coded terms - - - - - - - - - ITS - - mm - - - - - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) WE 23 01/05/98 WALL A-1 183 2 0 114.4 13.2 103.6 16.3 91 90 WB 24 01/06/98 WALL "C" 181 2 0 114.4 13.2 105.7 14.3 92 90 WE 25 01/06/98 WALL "C" 181 2 0 114.4 13.2 106.9 14.6 93 90 WB 26 01/06/98 WALL A-1 184 2 0 114.4 13.2 105.1 13.9 92 90 WE 27 01/06/98 WALL A-i 184 2 0 114.4 13.2 106.4 14.5 93 90 WB 28 01/06/98 WALL "B" 187 2 0 114.4 13.2 99.8 15.2 87 90 WB 28A 01/06/98 WALL "B" 187 2 0 114.4 13.2 103.3 15.7 90 90 WB 29 01/06/98 WALL "B" 186 2 0 114.4 13.2 101.0 14.8 88 90 WB 29A 01/06/98 WALL "B" 186 2 0 114.4 13.2 103.1 15.1 90 90 WB 30 01/06/98 WALL A-1 184 2 0 114.4 13.2 104.3 16.2 91 90 WB 31 01/06/98 WALL A-1 184 2 0 114.4 13.2 105.4 16.6 92 90 WE 32 01/06/98 WALL "C" 179 2 0 114.4 13.2 102.9 15.1 90 90 WB 33 01/07/98 WALL "B" 188 2 0 114.4 13.2 98.9 13.7 86 90 WB 33A 01/07/98 WALL "B" 188 2 0 114.4 13.2 103.5 13.1 90 90 WE 34 01/07/98 WALL "B" 189 2 0 114.4 13.2 108.5 14.5 95 90 WB 35 01/07/98 WALL "B" 189 2 0 114.4 13.2 106.6 13.9 93 90 WB 36 01/07/98 WALL A-1 186 2 0 114.1 13.2 102.8 13.4 90 90 WB 37 01/07/98 WALL A-1 186 2 0 114.4 13.2 105.0 13.6 92 90 WB 38 01/07/98 WALL A-1 186 2 0 114.4 13.2 103.1 14.4 90 90 WB 39 01/07/98 WALL "C" 179 2 0 114.4 13.2 108.2 14.7 95 90 WB 40 01/07/98 WALL "C" 180 2 0 114.4 13.2 105.8 15.8 93 90 WE 41 01/08/98 WALL "C" 180 2 0 114.4 13.2 102.7 15.9 90 90 WB 42 01/08/98 WALL A-1 187 2 0 114.4 13.2 104.6 15.2 91 90 WB 43 01/08/98 WALL A-1 186 2 0 114.4 13.2 106.2 14.7 93 90 Note: See last page of table for explanation of coded terms Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. . Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) WB 44 01/08/98 WALL "B" 190 2 0 114.4 13.2 104.3 13.3 91 90 WB 45 01/08/98 WALL "B" 192 2 0 114.4 13.2 105.4 13.7 92 90 WB 46 01/08/98 WALL "B" 192 2 0 114.4 13.2 103.2 15.1 90 90 WB 47 01/08/98 WALL A-1 188 2 0 114.4 13.2 107.4 14.3 94 90 WB 48 01/08/98 WALL A-1 188 2 0 114.4 13.2 105.4 13.1 92 90 WB 49 01/08/98 WALL A-1 188 2 0 114.4 13.2 105.6 1.5.0 92 90 WB 50 01/08/98 WALL A-1 190 2 0 114.4 13.2 106.2 15.0 93 90 WB 51 01/08/98 WALL A-1 190 2 0 114.4 13.2 106.0 13.8 93 90 WB 52 01/09/98 WALL A-1 190 2 0 114.4 13.2 104.6 15.4 91 90 WB 53 01/09/98 WALL A-1 190 2 0 114.4 13.2 107.2 13.9 94 90 WB 54 01/09/98 WALL A-1 190 2 0 114.4 13.2 105.0 13.2 92 90 WB 55 01/09/98 WALL "B" 193 2 0 114.4 13.2 106.1 13.4 93 90 WB 56 01/09/98 WALL A-i 190 2 0 114.4 13.2 99.1 15.2 87 90 WB 56A 01/09/98 WALL A-i 190 2 0 114.4 13.2 104.2 15.5 91 90 WB 57 01/09/98 WALL A-1 191 2 0 114.4 13.2 106.7 14.2 93 90 WB 58 01/09/98 WALL A-1 191 2 0 114.4 13.2 104.4 14.8 91 90 WB 59 01/15/98 WALL A-1 191 2 0 114.4 13.2 99.8 18.3 87 90 WB 59A 01/15/98 WALL A-1 191 2 0 114.4 13.2 103.1 15.0 90 90 WB 60 01/15/98 WALL A-1 192 2 0 114.4 13.2 105.6 15.1 92 90 WB 61 01/15/98 WALL A-1 191 2 0 114.4 13.2 103.4 14.7 90 90 WB 62 01/15/98 WALL A-1 192 2 0 114.4 13.2 106.1 13.8 93 90 WB 63 01/15/98 WALL A-1 192 2 0 114.4 13.2 104.2 14.5 91 90 WB 64 01/15/98 WALL A-1 192 2 0 114.4 13.2 107:3 13.4 94 90 WB 65 01/15/98 WALL A-1 192 2 0 114.4 13.2 105.4 15.3 92 90 Note: See last page of table for explanation of coded terms Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) WB 66 01/15/98 WALL A-1 192 2 0 114.4 13.2 103.4 16.1 90 90 WB 67 01/20/98 WALL I 1+65 190 2 0 114.4 13.2 104.8 17.1 92 90 WB 68 01/20/98 WALL A-1 195 2 0 114.4 13.2 103.1 15.0 90 90 WB 69 01/20/98 WALL A-1 195 1 0 121.0 12.6 110.0 15.3 91 90 WB 70 01/21/98 WALL "I" 192 2 0 114.4 l3.2 103.8 20.0 91 90 WB 71 01/21/98 WALL "F" 189 2 0 114.4 13.2 103.5 20.5 90 90 WB 72 01/21/98 WALL "F" 191 2 0 114.4 13.2 104.2 19.2 91 90 WB 73 01/22/98 WALL "E" 203 2 0 114.4 13.2 107.3 13.6 94 90 WB 74 01/22/98 WALL "E" 203 2 0 114.4 13.2 110.2 12.8 96 90 WB 75 01/22/98 WALL "E" 203 2 0 114.4 13.2 107.4 13.2 94 90 WB 76 01/22/98 WALL A-1 197 2 0 114.4 13.2 104.3 16.1 91 90 WB 77 01/22/98 WALL A-1 197 2 0 114.4 13.2 104.7 13.9 92 90 WB 78 01/23/98 WALL "F" 193 2 0 114.4 13.2 103.8 17.1 91 90 WB 79 01/23/98 WALL "E" 205 5 0 120.3 11.8 109.6 11.3 91 90 WB 80 01/23/98 WALL "E" 205 5 0 120.3 11.8 109.6 11.5 91 90 WB 81 01/23/98 WALL "E" 206 5 0 120.3 11.8 110.3 11.7 92 90 WB 82 01/23/98 WALL "F" 193 2 0 114.4 13.2 104:8 15.8 92 90 WB 83 01/23/98 WALL "I" 195 2 0 114.4 13.2 107.1 13.1 94 90 WB 84 01/24/98 WALL "E" 208 2 0 114.4 13.2 104.3 19.0 91 90 WB 85 01/24/98 WALL "I" 195 2 0 114.4 13.2 105.4 17.4 92 90 WB 86 01/24/98 WALL "F" 193 2 0 114.4 13.2 104.3 18.7 91 90 WB 87 01/26/98 WALL "E" 208 2 0 114.4 13.2 107.3 14.9 94 90 WB 88 01/26/98 WALL "E" 208 2 0 114.4 13.2 109.7 13.5 96 90 WB 89 01/26/98 WALL "E" 208 2 0 114.4 13.2 105.8 16.3 92 90 Note: See last page of table for explanation of coded terms - _e. - - - - - - - -m - - - - - - - - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4fl Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Coup. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) WB 90 01/26/98 WALL A-1 198 2 0 114.4 13.2 108.2 14.8 95 90 WB 91 01/26/98 WALL A-1 198 2 0 114.4 13.2 107.6 13.6 94 90 WB 92 01/27/98 WALL "Fe 195 2 0 114.4 13.2 105.6 13.9 92 90 WB 93 01/27/98 WALL HG" 206 4 0 117.8 14.2 110.6 14.8 94 90 WB 94 01/27/98 WALL "E" 210 2 0 114.4 13.2 104.6 12.3 91 90 WB 95 01/27/98 WALL "E" 210 4 0 117.8 14.2 102.5 13.7 87 90 WB 95A 01/27/98 WALL "E" 210 4 0 117.8 14.2 106.3 13.9 90 90 WB 96 01/27/98 WALL "E" 210 5 0 120.3 11.8 109.2 11.8 91 90 WB 97 01/27/98 WALL "C" 208 2 0 114.4 13.2 107.7 14.6 94 90 WB 98 01/27/98 WALL "C" 209 2 0 114.4 13.2 105.7 14.7 92 90 WB 99 01/28/98 WALL "C" 210 2 0 114.4 13.2 104.9 17.2 92 90 WB 100 01/28/98 WALL "C" 210 2 0 114.4 13.2 107.1 14.1 94 90 WB 101 01/28/98 WALL "E" 210 2 0 114.4 13.2 106.3 16.1 93 90 WB 102 01/28/98 WALL "D" 1+27 204 3 0 117.1 13.9 106.2 14.3 91 90 WB 103 01/28/98 WALL "E" 211 3 0 117.1 13.9 108.5 14.8 93 90 WB 104 01/28/98 WALL "E" 212 3 0 117.1 13.9 107.1 14.1 91 90 WB 105 01/28/98 WALL "E" 212 3 0 117.1 13.9 105.4 13.2 90 90 WB 106 01/28/98 WALL A-1 199 3 0 117.1 13.9 109.7 14.7 94 90 WB 107 01/28/98 WALL A-1 200 3 0 117.1 13.9 108.7 14.0 93 90 WB 108 01/28/98 WALL A-1 5+09 203 3 0 117.1 13.9 106.9 14.0 91 90 WB 109 01/28/98 WALL A-1 4+36 200 2 0 114.4 13.2 104.6 14.6 91 90 WB 110 01/28/98 WALL "D" 206 3 0 117.1 13.9 108.6 13.5 93 90 WB lii 01/28/98 WALL "C" 212 2 0 114.4 13.2 105.3 14.1 92 90 WB 112 01/28/98 WALL "C" 213 2 0 114.4 13.2 104.0 14.2 91 90 Note: See last page of table for explanation of coded terms - - - - - - - - - - - - - - - - - - - Project No. 0572422L02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) WB 113 01/29/98 WALL "E" 213 3 0 117.1 13.9 108.3 14.1 92 90 WB 114 01/30/98 WALL "E" 213 3 0 117.1 13.9 110.4 14.8 94 90 WE 115 01/30/98 WALL "E" 213 3 0 117.1 13.9 110.0 15.1 94 90 WE 116 01/30/98 WALL "E" 211 2 0 114.4 13.2 104.8 15.3 92 90 WE 117 01/30/98 WALL "C" 214 3 0 117.1 13.9 109.6 13.8 94 90 WB 118 01/30/98 WALL "C" 214 3 0 117.1 13.9 110.3 14.3 94 90 WB 119 02/02/98 WALL "E" 215 3 0 117.1 13.9 109.1 14.2 93 90 WE 120 02/02/98 WALL "E" 215 3 0 117.1 13.9 108.5 15.1 93 90 WB 121 02/02/98 WALL "G"-DONE- 215 3 0 117.1 13.9 108.1 16.3 92 90 WB 122 02/02/98 WALL "E" 217 2 0 114.4 13.2 103.8 18.6 91 90 WE 123 02/02/98 WALL "E" 217 2 0 114.4 13.2 105.6 14.3 92 90 WE 124 02/02/98 WALL "E" 217 2 0 114.4 13.2 104.7 14.5 92 90 WB 125 02/03/98 WALL "E" 218 2 0 114.4 13.2 105.0 14.0 92 90 WE 126 02/05/98 WALL A-2 207 2 0 114.4 13.2 105.3 14.8 92 90 WB 127 02/05/98 WALL A-2 208 2 0 114.4 13.2 106.1 15.1 93 90 WE 128 02/06/98 WALL A-2 208 2 0 114.4 13.2 105.0 15.3 92 90 WB 129 02/06/98 WALL A-2 207 2 0 114.4 13.2 105.3 16.1 92 90 WE 130 02/11/98 WALL A-2 210 3 0 117.1 13.9 109.4 15.9 93 90 WE 131 02/11/98 WALL "E" 218 3 0 117.1 13.9 108.3 15.4 92 90 WB 132 02/11/98 WALL A-2 211 3 0 117.1 13.9 106.7 17.3 91 90 WE 133 02/11/98 WALL A-2 210 3 0 117.1 13.9 108.3 15.0 92 90 WE 134 02/11/98 WALL A-1 196 2 0 114.4 13.2 105.3 15.8 92 90 WB 135 02/11/98 WALL A-1 197 3 0 117.1 13.9 106.9 16.0 91 90 WB 136 02/12/98 WALL A-2 211 2 0 114.4 13.2 105.0 13.8 92 90 Note: See last page of table for explanation of coded terms - -- : MOON - - - : - MM M - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%). () WB 137 02/12/98 WALL A-2 1+29 213 3 0 117.1 13.9 108.0 14.7 92 90 WB 138 02/12/98 WALL A-1 2+70 197 2 0 114.4 13.2 105.5 13.6 92 90 WB 139 02/12/98 WALL A-i (DONE) 198 2 0 114.4 13.2 104.6 13.8 91 90 WB 140 02/12/98 WALL A-2 214 3 0 117.1 13.9 109.1 14.0 93 90 WB 141 02/12/98 WALL A-2 215 3 0 117.1 13.9 108.7 13.1 93 90 WB 142 02/13/98 WALL "E" 220 2 0 114.4 13.2 105.3 16.4 92 90 WB 143 02/13/98 WALL "E" 220 2 0 114.4 13.2 106.4 13.4 93 90 WB 144 02/13/98 WALL A-2 216 3 0 117.1 13.9 108.1 16.4 92 90 WB 145 02/13/98 WALL A-2 216 3 0 117.1 13.9 107.3 17.2 92 90 WB. 146 02/19/98 WALL "H" 201 3 0 117.1 13.9 109.3 15.3 93 90 WB 147 02/19/98 WALL "H" 202 3 0 117.1 13.9 108.1 16.4 92 90 WB 148 02/19/98 WALL "H" 202 3 0 117.1 13.9 107.6 14.8 92 90 WB 149 02/19/98 WALL "H" 201 2 0 114.4 13.2 105.6 12.3 92 .90 WB 150 02/26/98 WALL A-2 218 3 0 117.1 13.9 104.6 16.7 89 90 WB 150A 02/26/98 WALL A-2 218 3 0 117.1 13.9 106.3 16.8 91 90 WB 151 02/26/98 WALL A-2 218 3 0 117.1 13.9 105.6 15.8 90 90 WB 152 02/26/98 WALL "J" 188 5 0 120.3 11.8 109.5 12.5 91 90 WB 153 02/27/98 WALL "J" 190 3 0 117.0 13.9 107.7 16.7 92 90 WB 154 02/27/98 WALL "J" 190 3 0 117.1 13.9 106.3 15.6 91 90 WB 155 02/28/98 WALL A-2 220 3 0 117.1 13.9 107.8 16.4 92 90 WB 156 03/02/98 WALL "J" 191 3 0 117.1 13.9 106.8 15.8 91 90 WB 157 03/02/98 WALL "J" 190 3 0 117.1 13.9 105.1 16.4 90 90 WB 158 03/03/98 WALL "E" (FINISH) 228 3 0 117.1 13.9 107.1 17.4 92 90 WB 159 03/03/98 WALL "D" (FINISH) 208 3 0 117.1 13.9 107.3 16.1 92 90 Note: See last page of table for explanation of coded terms Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) () WE 160 03/03/98 WALL tillit 1+26 203 3 0 117.1 13.9 106.3 15.3 91 90 WE 161 03/04/98 WALL "H" 1+08 204 3 0 117.1 13.9 107.4 14.6 92 90 WB 162 03/05/98 WALL "H" TOP OF WALL 203 3 0 117.1 13.9 106.4 16.4 91 90 WB 163 03/12/98 WALL "J" 191 3 0 117.1 13.9 108.9 16.5 93 90 WE 164 03/12/98 WALL "J" 193 3 0 117.1 13.9 107.6 19.1 92 90 WB 165 03/13/98 WALL "J" 194 3 0 117.1 13.9 105.8 16.4 90 90 WE 166 03/13/98 WALL "J" 2+29 194 3 0 117.1 13.9 106.4 17.1 91 90 WB 167 03/13/98 WALL "J" 1+60 192 3 0 117.1 13.9 107.7 16.7 92 90 WE 168 03/16/98 WALL "J" 195 3 0 117.1 13.9 107.6 16.6 92 90 WB 169 03/16/98 WALL "C" E OF BOX 176 2 0 114.4 13.2 105.5 16.5 92 90 WE 170 03/16/98 WALL "C" 178 2 0 114.4 13.2 107.1 17.1 94 90 WB 171 03/17/98 WALL "C" 178 2 0 114.4 13.2 105.9 17.8 93 90 WB 172 03/17/98 WALL "C" 179 2 0 114.4 13.2 107.6 18.7 94 90 WE 173 03/18/98 WALL "J" 1+74 196 3 0 117.1 13.9 109.4 17.5 93 90 WB 174 03/18/98 WALL "J" 191 3 0 117.1 13.9 110.5 15.4 94 90 WE 175 03/18/98 WALL "J" 193 3 0 117.1 13.9 109.3 17.7 93 90 WB 176 03/19/98 WALL "J" 193 3 0 117.1 13.9 103.6 15.0 88 90 WE 176A 03/19/98 WALL "J" 193 3 0 117.1 13.9 108.3 17.6 92 90 WE 177 03/19/98 WALL "J" 195 3 0 117.1 13.9 110.8 14.3 95 90 WE 178 03/20/98 WALL "C" 182 3 0 117.1 13.9 107.8 14.3 92 90 WE 179 03/20/98 WALL "C" 184 2 0 114.4 13.2 105.6 16.1 92 90 WE 180 03/20/98 WALL "C" 186 2 0 114.4 13.2 107.6 16.1 94 90 WE 181 03/23/98 WALL "K" 190 2 0 114.4 13.2 103.9 15.5 91 90 WE 182 03/23/98 WALL "K" 193 2 0 114.4 13.2 107.6 15.5 94 90 Note: See last page of table for explanation of coded terms - - - s - - .- - - - _? -, - - - - M No An - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) WE 183 03/24/98 WALL "K" 195 2 0 114.4 13.2 105.6 14.8 92 90 WE 184 03/24/98 WALL "K" 196 2 0 114.4 13.2 105.8 15.9 92 90 WB 185 03/24/98 WALL "C" 187 3 0 117.1 13.9 107.3 16.3 92 90 WB 186 03/25/98 WALL "C" 187 2 0 114.4 13.2 105.9 17.3 93 90 WB 187 03/25/98 WALL "K" FINISHED 198 2 0 114.4 13.2 108.3 15.6 95 90 WE 188 05/07/98 WALL "C" REPAIR 177 3 0 117.1 13.9 107.0 17.1 91 90 WE 189 05/08/98 WALL "C" 179 3 0 117.1 13.9 106.4 17.3 91 90 WB 190 05/08/98 WALL "C" 181 3 0 117.1 13.9 108.2 15.2 92 90 WB 191 05/11/98 WALL "C" LAST GRID 188 2 0 114.4 13.2 104.6 16.2 91 90 WE 192 05/11/98 WALL "C" LAST GRID 190 2 0 114.4 13.2 106.2 15.3 93 90 WE 193 05/12/98 WALL "K" FRONT 1+78 195 2 0 114.4 13.2 99.8 20.6 87 90 WE 193A 05/15/98 WALL "K" FRONT 1+78 195 2 0 114.4 13.2 102.9 19.9 90 90 WE 194 05/12/98 WALL "K" FRONT 1+37 193 2 0 114.4 13.2 101.3 19.3 89 90 WB 194A 05/15/98 WALL "K" FRONT 1+37 193 2 0 114.4 13.2 103.8 20.1 91 90 WE 195 05/15/98 WALL "K" FRONT1+60 194 2 0 114.4 13.2 103.0 18.4 90 90 Note: See last page of table for explanation of coded terms -so An ON — — .- ,— — - — Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) WL 1 .04/29/98 WATER VALVE TIE-IN -2 8 0 139.0 6.3 127.4 4.2 92 90 WL 2 04/29/98 WATER VALVE TIE-IN -2 8 0 139.0 6.3 127.5 4.8 92 90 WL 3 04/29/98 WATER VALVE TIE-IN -2 8 0 139.0 6.3 128.1 4.1 92 90 Note: See last page of table for explanation of coded terms - - - - - - - ,- - - - -, - - - Project No. 05724-22-02 (I) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4U Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) WM 1 02/11/98 LINE B W OF BLDG C -1 3 0 117.1 13.9 108.1 13.9 92 90 WM 2 02/11/98 LINE B W OF BLDG C -1 2 0 114.4 13.2 106.5 13.8 93 90 WM 3 02/12/98 LINE B NW BLDG D -1 2 0 114.4 13.2 107.0 13.8 93 90 WM 4 02/12/98 LINE B W BLDG D -1 2 0 114.4 13.2 105.3 16.1 92 / 90 WM 5 02/12/98 LINE B SE BLDG D -1 2 0 114.4 13.2 106.4 14.3 93 90 WM 6 02/12/98 LINE B SW BLDG D -1 2 0 114.4 13.2 105.7 14.6 92 90 WM 7 02/12/98 LINE B S BLDG D -1 3 0 117.1 13.9 108.3 13.1 92 90 WM 8 02/12/98 LINE B S BLDG D -1 2 0 114.4 13.2 105.1 15.1 92 90 WM 9 02/13/98 BKFL AROUND VALVE -1 3 0 117.1 13.9 106.1 14.6 91 90 WM 10 02/13/98 LATERAL BLDG C -2 3 0 117.1 13.9 106.3 13.3 91 90 WM 11 02/19/98 LINE "C" PHASE II -2 3 0 117.1 13.9 107.3 13.9 92 90 WM 12 02/19/98 LINE "C" PHASE II -1 3 0 117.1 13.9 106.4 16.4 91 90 WM 13 02/19/98 LINE "C" PHASE II -2 3 0 117.1 13.9 107.3- 15.6 92 90 WM 14 02/19/98 LINE "C" PHASE II -1 3 0 117.1 13.9 105.9 14.8 90 90 WM 15 03/18/98 WATER SERV TO BLDG D -1 3 0 117.1 13.9 107.0 15.0 91 90 WM 16 03/18/98 LINE "C" N OF BLDG B -2 2 0 114.4 13.2 103.7 14.6 91 90 WM 17 03/18/98 LINE "C" PARCEL -2 2 0 114.4 13.2 103.5 14.8 90 90 WM 18 03/18/98 LINE "C" PARCEL A -1 2- Q. 114.4 13.2 104.5 17.0 91 90 Note: See last page of table for explanation of coded terms Project No. 05724-22-02 (I) EXPLANATION OF CODED TERMS - PREFIX CODE DESIGNATION FOR TEST NUMBERS AD - Area Dram ER - Erosion Repair RW - Retaining Wall SM - Sewer Main UT - Utility Trench B - Base El - Electric Trench SD - Storm Drain ST - Slope lest WB - Wall Backfill CG - Curb & Gutter Jl - Joint Trench SG - Subgrade SW - Sidewalk WL - Water Lateral CW - Crib Wall PT Plumbing Trench SL - Sewer Lateral SZ - Slope Zone WM - Water Main - SUFFIX CODE DESIGNATION FOR TEST NUMBERS A, B, C,... : Retest of previous density test failure, following moisture conditioning and/or recompaction. R : Fill in area of density test failure was removed and replaced with properly compacted fill soil. - TEST LOCATION ABBREVIATIONSt M - Adjacent to, or in, Median Strip N - North Side of Street V - Joint or Electrical Trench Vault S - South Side of Street X - Joint or Electrical Trench Crossing E - East Side of Street W - West Side of Street For Example: "M-E" would describe a density test taken on the East Side of the Median Strip at the specified street and station number (i.e., MILLER RD 10+00 M-E) - CURVE NO. Corresponds to curve numbers listed in Table II, representing the laboratory maximum dry density/optimum moisture content data for selected fill soil samples encountered during testing and observations. - ROCK CORRECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values are then unadjusted values. - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. - TYPE OF TEST SC: Sand Cone Test NU: Nuclear Density Test DC: Drive Cylinder lest f:\wpjob\typword\document'DNSLGEND.doc (6/96) Project No. 05724-22-02 (I) TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS Maximum Optimum Dry Moisture Density Content Sample No. Description (pcf) (% Dry Wt.) 1 Medium yelllow-brown, Clayey SAND, with trace silt 121.0 12.6 2 Light olive-yellow, Clayey SAND, with trace silt 114.4 13.2 3 Light brown, Clayey, fine to medium SAND, with little silt 117.1 13.9 4 Brown, fine to coarse Sandy CLAY, with little silt 117.8 14.2 5 Light gray, very well graded SAND, trace clay 120.3 11.8 6 Light olive-brown, Clayey fine to medium SAND 115.0 16.0 7 Light yellow-brown, Clayey fine to medium SAND 119.0 13.6 8 Gray, Sandy GRAVEL 139.0 6.3