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Home My WebLink About1814 MARRON RD; ; CB880909; Permita. APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING DEPARTMENT I * ' APPLICATION & PERMIT /- -'- •. - -. 2075Las'Palrhas Dr.-,Carlsbad, CA 920091915 (619) 438-1161 --,- ' - .-- --•- ----------- _-- ------- --- --"•''••1' - - JOG ADDRESS .4 . AV, ST. RD. THOMAS BROS NO. Da ( OF FL N - - I ' B)NESS LICENSE 4 VALUATION PERMIT NUMBER ZONE L LOT • BLOCK SUBDI'VISION . ASSESSOR PARCEL NO. - ' CONTRACTOR CO RACTORS PHONE $ I I, . . - - qy:9y7 'OWNER'S NAME OWNER'S PHONE-' CONT CT 5 DORE S STATE LICENSE NO. 12/O2/O€-O WLNG S1LOOTAGE 0WNERSM41UNGADDRESS C-ca - - 'YLO/a7 . . PI. 92 -v - DESIGNER ------- - -- '- .-• DESIGNER'S PHONE DESCRIPTION OF WORK - 'I - - - - \. . i - - DESIGNERS AOOPSS STATE LICENSE NO. 341f 12/02/88 000101 02 O03 , Mt .50692-01 - I F/P FLR ELEV. NO STORIES - - YO NO CEN BldP FIRE SPP SUS TRACT SPACE RES UNITS GRADING PERMIT ISSUED -REDEVELOPMENT L -- TYPE 0CC LOAD 7P.G ' I , AREA • CONST - yD,eD -- YO NO.,.. r' - -- - DiD. _Not Valid Un/ess Machine Certified ,,,, Law does not apply to an owner of property who builds orim- T. . PLUMBIN9'PERMIT ISSUE 1 .. QTY.- MECHANICAL PERMIT -ISSUE 'b — - -- •.- - -.SUMMARY/ACCOUNT NUMBER- contractor(s) 'license pursuant to the Contractor's License EAC4( FlXTjRETRAP - , , 7.5i INSTALL FURN. DUCTS UP TO 100,000 BTU ' , BUILDING PERMIT 001-810-00-00-8220 f7 EACH BUILDING SEWER, - - ' ovER:I00.000 BTU' , SIGN PERMIT 001-810'00-00'8221 -- EACH WATER HEATER AND/OR VENT_,-- ' - ' ' BOILER/COMPRESSOR UP TO 3 HP- - - -' - . - PLAN CHECK - -. 001-810-00-00-8891- - EACH GAS SYSTEM ITO 4 OUTLETS Z-45J BOILER/COMPRESSOR 115 HP : TOTAL PLUMBING 001-810-00-00-8222 ' EACH GAS SYSTEM S OR MORE , METAL FIREPLACE . , S ELECTRICAL - 001=810-00-00-8223 - - --' EACH INSTAL., ALTER, REPAIR WATER PIPE . - . . , VENT FAN SINGLE DUCT -' - • a . -z_7.. - - MECHANICAL... 001-810-00-00-8224 EACHVACUUM -BREAKER _'' ' '' - MECH EXHAUST -H000IOUCTS . - _- MOBILEHOME 001-8t0-00-00-8225 WATER 'SOFTNER __-, .' ' ' " RELOCAT ION OFEAFURNACEIHEATER _- - SOLAR --- _--001-810-00-00-8226 (lip HROOFDRAIN _IlNSIDEI _' _- DRYER VENT . .-STRONGMOTION --._ —_880-519-92-33 .. _- --. TOTAL MECHANICAL FIRESPRINKLERS -00181000008227 - ell'insure. or certificate ofWorkers' Compensation In. PUBLIC FACILITIES FEE3,'810_00_00_8740 -ii,_'Z/' V21 TO I AIPLUMBIN(, -tz-.-4,._ -' I V- -- -- - -. : ''' * ,7 - - . ' BRIDGE FEE 360-810-00-00-8740 - ' — QTY.f -ELECTRIAL5FERMIT - ISSUE ' QTY. MOBILE HOME SETUP'' ' - 'PARK-IN-LIEUIAREA D Copy is riled with NEWCONSTEAAMSW18KR ., -,- CARPORT'________'..,_ - ,cjTIF'-'31.2-810-00-00-8835, -, - ('PH v3'j ___'"' __(f'',jj _ AWNING LA COSTA hF 311-810-00-00-8835 EXIST SLOG EA AMP/SWT BKR - ' - GARAGE ' FMF /_- - l•P1..••..._-3PH - •- -- --- • -. - - - - - _.. .5-LICENSE-TA,- _00-1--8b0-0O008162 .. -- REMOEL-,'lTER PER CRCUIT '-' . ' -' '- . MFF /880-519-92-57 37ff - TEMPI OCE'200AMPS '-, . r . ' , -- - '- S'x'\'\•Y\5 ,, 'ç • I. .'. OVER 2O0AMPS .-,•-' ' - ,. .• j r[MPOCcUPANCYI300AYSI - ( - j - . ' *',,,- 4çN • CREOiT.DEPOSI-T--\'-..'- _\ --- _TOTAL ELELTRILAL'__ - - TOTAL - - _ TOTALFEESPAYABLE - I HAVE CAREFULLY EXAMINED-,THE COMPLETED "APPLICATION AND PERMIT" AND DO HEREBY Expiration. Every permit issued by the Building Official Onder the provisions olthrs - * ANOSIEA'PEA;T IS REQUIRED FOR EXCAVATIONS OVER CERTIFYIUNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE Code shall expire by limitation and become null and void It the building or Work 50 DEEP AND DEMOLITION OR CONSTRUCTION OF authorized by such permit is not commenced within 180 date of such ajrnss from DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS permit, or if the building or work authorized by Such suspended or S RUCTURES OVER 3 STORIES IN HEIGHT ISSUED: ,TO COMPLY WITH ALL CITY. COUNTY AND STATE LAWS GOVERNING BUILDING CON- abandoned at any time after the work IS commenced for a period 01180days. ..STRUCTION.- WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS. COSTS AN P71 AN FRI APPROV 1-4 Zh_j -EXPENSES WHICH MAY,IN ANY-WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE X 2j, 'r BY PHONE GRANTING OF THIS PERMIT. 1. p1 L.'ifi £ -. - . CERTIFICATE OF EXEMPTION FROM () "h ;, . WORKERS' .COMPENSATION INSURANCE U) ,.._.. (This section need not be completed it the permit, cc • --is fOr one hundred dollars i$leel or less) Ic •1,01 ._ ,,,t t y ,.,,,. 0.-I cerli that in the performance 01 the work Or which cc IhiS permit is issuvd. I shalt not employ any person in any 0 manner so as to become subject to the Workers' Cempvn. Fsat i0nLawso1CaI1toiu. ' •- "-.. NOTICE TO APPLICANT: It. abrer"making this Certificate , of Exemprion. you Should become subject to the Workers-1f, Compensation provisions 01 the Labor code, you mast' terrhwith comply with such provisions or this permit shall V be deemed revoked. :Is,r,' •'* - D'lherebr"aItirrnthat there is construction Iendin I: aeerrCy.tor the perIomance of the work for which this per. 0) mit is issued iSec. 3097. Civil Cold , ZI WI — Lender's Name -JI Lender's AddrLss -C . USE'BALL"POINT PEN 'ONLY '&PRESS HARD' . _a. 9 r' - hereby flirm that I am licensed under — visions of Chapter 9 (commencing w(ih_..:, I 'SectIon 7000) of Division 3 of the Business r and Professions Code, and my license is in LJi0.torce and effect. N /' I hereby ,attirm that I am exempt from the.'Contrac or's License 'Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county whicl', re-quires a permit to construct. alter, improve, demolish, or repair any structure; prior toils issuance also requires he ap-plicant for such permit to tile a signed statement that he is licensed pursuant to the 'provisions at the Contractor's - ' License Law (Chapter'g commencing with Section 7000.01 • Division 301 the Business and Professions Code) or that is ex-' empt therefrom andthe basis for the alleges exemptinn.hAny LS violation 01 Section 7031.5 by an applicant for a permit sub-_,_ jcts the applicant to a civil penally stool more than fine hun- , 'dIed dollars ($500). as owner 01 the -roper' or my employees with wages L161 - as their sole compensation, will do the work, and the struc-ture is not intended or offered for sale (Sec. 704,4. Business _ and Professions Code: - The Contractor's License Law does not apply to an owner of property who builds or improves thereon and wha does such work himself or through his own employees, provided that such improvements are notintend- -m-• 101 ed or otlered for sale. ill. however the building or' improve- Z mont is sold within one year ofcompletion, the owner-builder will have the burden of proving that he did not build or im- prune for the parpOsv of sale). II 1, as owner 01 the property, am exclusively contracting with licensed contractors to c005trvct.the project (Sec. 7044. :Business and Professions Code:-The Contractor's License - proves thereno, and who contracts for each projects with a a,v(.__ -" ki-1,Ag a honeoverl aI, imreuing my hone and the 10110w' I ing conditions exist: - .._ . • .- ...aA.,_.,, t. The work is being performed prior to sate. I have lived" in my-1 home for 'twelve months prior to completion of this work, I have not claimed this exemption during the * last three years- 1. 00 0 lam exempt under Sec. '_', B&P.C.' for Ibis reaso--------------- - - fe/I"v1v4 :. Tb '. I hereby allirm that I have a certificate 01 consent to a cv o ace I ted copy thereof (Sec. eoe Labor Code) 'PociCvNo. COMPANY N 0ti'cy is hereby furnished - —.4 TYPE DATE INSPECTOR BUILDING FOUNDATION REINFORCED STEEL MASONRY GUN ITE OR GROUT SUB FRAME Li FLOOR Li CEILING SHEATHING Li ROOF Li SHEAR FRAME 3/Z3/P41 EXTERIOR LATH 4 -- INSULATION 3/,3/1-1 INTERIOR LATH & DRYWALL PLUMBING Li SEWER AND BL/CO ,PL/O1/ i/a/n ~ UNDERGROUND Li WASTE Li WATER. / 7' TOP OUT Li WASTE Li WATER TUB AND SHOWER PAN - GAS TEST 3///p9 7:) Li WATER HEATER Li SOLAR WATER ELECTRICAL Li ELECTRIC UNDERGROUND Li;UFFER ROUGH ELECTRIC Li ELECTRIC SERVICE Li TEMPORARY 0 BONDING Li POOL MECHANICAL Li DUCT & PLEM., Li REF. PIPING HEAT - AIR COND. SYSTEMS VENTILATING SYSTEMS - CALL FOR FINAL INSPECTION' WHEN ALL-APPROPRIATE ITEMS ABOVE HAVE BEEN APPROVED FINAL\ / •1 - ______ PLUMBING ELECTRICAL MECHANICAL GAS 'N ' BUILDING SPECIAL CONDITIONS csoqoc FIELD INSPECTION RECORD IREQUIRED SPECIAL INSPECTIONS - INSPECTION IF CHECKED SPECTORS INAPPROVAL INSPECTORS NOTES REO. DATE SOILS COMPLIANCE PRIOR TO FOUNDATION INSP 4e , juf2L. OVER 2000 PSI STRUCTURAL CONCRETE &f 73 / PRESTRESSED CONCRETE --f /w P CONCRETE OST TENSIONED FIELD WELDING HIGH STRENGTH — BOLTS - SPECIAL MASONRY PILES CAISSONS : _____________________ ________ _____________ ________ -V • -, -- LJ TT M\PT )ArT tT 3TT V V VVV 1 ' •V - VDEVELOPMENT PROCESSING SERVICES DIVISION V. •• . P 2075 LAS PALMAS DRIVE . . ••. -• - - CARLSBAD,CA 92009-4859 V.. (619) 438-1161 MISCELLANEOUS FEE RECEIPT Appilcnt Please Print And Fill in Shaded Area Only .... - • JOB ADDRESS PLANIDNO co?O? ASSESSORS PARCEL NO. V156 3010315. OWNER TI . •, V R, P Pirtnrs- \V V p V VV V • ' • V - OWNER'S MAILING V ADDRESS 1101 E. Broadway, Suite 202 V •V V .• V V V V V 0715 07/18/88 0001 01 05 V V cic - (396 00 VVALIDATION 4 ARE? CITY Glendale zip91205 TEL i818) 242-39 CONTRACTOR ' ESTMATEDVALUAI - V V MAILING V V CHECK FEE 001-810-00-00-8t_ V PLAN , ADDRESS. V -. IF THE APPLICANT TAKES NO ACTION V V V . V WITHIN .180 DAYS, PLAN CHECK FEES V V V CITY ZIP TEL WILL BE FORFEITED ,, V V •. V • VV V VV V STATE V - BUSINESS V LICENSE N0 . LICENSE NO. SUBDIVISION Map 1136 LOT(S)_33 LEGAL DESCRIPTION Lot 33 of Parcel 156 301-03-15 CHECK IF SUBMITTED ENERGY CALCS 21987 ENERGY CALCS V V V FOR NON RESIDENTIAL BLDGS V V 2 STRUCTURAL CALCS DESCRIPTION OF WORK Commercial ffft8ft Res'taura'nt 2 SOILS REPORTS V VV V V 2 SELF ADDRESSED ENVELOPES- DATE GIVEN! - DATE V SENT-TO APPLICANT V V CONTACT PERSON Kevin Mass, Architrave LA COSTA LETTER ADDRESS 900 E First Street, Suite 105 SCHOOL FEE FORM CITY_ Los Angeles ZIP CA TEL (213) 687-423 P & E CORRECTIONS LIST V .. 90012 . V CERTIFICATE OF OCCUPANCY . V V APPLICANT'SSIGNATURE .DATE' White -'File Yellow Applicant Pink 7 Finan Ve V I Gold - Assessor / DEVELOPMENT PROCESSING SERVICES DIVISION . 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 - - '(619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Only . OB ADDRESS(/ LItit14DAi H :• -y PLAN ID NO. ASSESSOR'S , OWNER 7049 05/18/89 0001 01 o ' Misc . .363-00 . OWNER'S 4j ,i- MAILING ADDRESS H ZJ1YZI ' VALIDATION AREA IT Y ZIPg/zcc-ELc!Y261_3 CONTRACTOR 7&ae.e • thlQe/'9kJ EST'MATED VALUATION MAILING ADDRESS .(f9' fl72)t1((J(- /7) PLAN CHECK FEE 001-810.00-00-8821 IF THE APPLICANT TAKES NO ACTION - CITY ZIP TEL.I7&r'qc,7 -WITHIN FORFEITED. DAYS, PLAN CHECK FEES STATE • BUSINESS / LICENSE NO. LICENSE NO. SUBDIVISION - LOT(S) . . .. . . . LEGAL- DESCRIPTION - . . CHECK IF SUBMITTED: -. fl .' 2ENERGYCALCS Ef .. 21987 ENERGY CALCS - -: FOR NON RESIDENTIAL BLDGS DESCRIPTION OF WORK I - - - 2 STRUCTURAL CALCS • LII 2 SOILS REPORTS -• .2 SELF ADDRESSED ENVELOPES . .• DATE GIVEN!., DATE --• SENT TO APPLICANT CONTACT PERSON____.•. - LA COSTA LEUER ADD . . . SCHOOL FEE FORM Cl//, _TEL._7 - P &E CORRECTIONS -LIST CERTIFICATE OF OCCUPANCY- PDCA'NT'S SIGNATURE. S - DATE m 4H Qft !i(.. - White- File . - Yellow- Applicant . ,-,. . Pink - Finance - -' - Gold - Assessor ' 71 CASHtER'S VALIDATlOtb SEWER PERMIT APPLICATION Development Processing Services Division 2075 Las Palmas Drive Carlsbad, CA 92009-4859 (619) 438-1161 3411 i2/02/8 0001 01 0' APPLICANT TO FILL IN SHADED AREA BUILDING ADDAESS: -D SEWER PERMIT NUMBER SE / BUILDING PLAN CHECK NUMBER: PC K7 BUILDING TYPE: NUMBER OF EDU'S: - CALCULATIONS: OWNER: P i, i A) MAILING ADDRESS: 2t2 () '/2cc 2/.// i7 — — CONTRACTOR: MAILING ADDRESS: LEGAL DESCRIPTION: ICE 6' — • CONNECTION FEE COST PER UNIT x 4JI UNITS =772 LATERAL CHARGE: - TOTAL CHARGES: - PREPARED BY: 7 LRINTED NAME) ASSESSORS PARCEL NUMBER: COMMENTS: U WHITE: DIPS GREEN: Finance CANARY: Water PINK: Building GOLD: Applicant FINAL BUILDING INSPECTION PLAN CHECK NUMBER 880909 -.DATE:May 11' 1989 N PROJECT NAME TOY ROMAS RESTAURANT ADDRESS ri PROJECT NO.:. UNIT UMBER PHASE NO _____________ TYPE OF UNIT NUMBER OF UITS CÔNTACTPRSON: CHRIS .,• ( MAY 1989 & imp n CONTACT TELEPHONE: 729847 \ '4ct J 0/ A S I 7 F. . p. s.r S . S . INSPECTED. DATE A BY: INSPECTED: / APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED:, APPROVED DISAPPROVED INSPECTED I DATE BY: INSPECTED: APPROVED ______ DISAPPROVED COMMENTS: Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire (1 FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 88-0909 DATE: MY 11:1989 TONY ROMA'S RESTAURANT PROJECT NAME: 814 r4ARRQN ROAD ADDRESS PROJECT NO.: _________________ UNIT NUMBER: _________________ PHASE NO.: NEW RI$TAURANT TYPE OF UNIT NUMBER OF UNITS CHRIS CONTACTPERSON:_____________________________________________________________________ 729-8447 CONTACT TELEPHONE: ALL DEPARTMENTS ISISPEC/TED INSPE DATE CTED APPROVED ______ DISAPPROVED INSPECTED DATE BY! -i INSPECTED ___________ APPROVED ______ DISAPPROVED INSPECTED ,' DATE • . BY INSPECTED, APPROVED ______ DISAPPROVED r QOMMENTS I ((• • / . 4 . • 4 ',, , '1 Rev. 1186 WHITE: Suspense BLUE: Water Dlstrit GREEN: Engineering CANARY: 'Utilities PINK: Planning GOLD: Fire --------------------------------------------- FINAL BUILDING INSPECTION 696161 Ab'q PLAN CHECK NUMBER: 88-0909 DATE: May 11,1989 PROJECT NAME: ____ TONY ROMA'S RESTAURANT ADDRESS: 1814 MARRON ROAD PROJECT NO.: __________________ UNIT NUMBER: -PHASE NO.: NEW RESTAURANT TYPE OFUNIT: . NUMBER OF UNITS: CHRIS S CONTACT PERSON: ONTACT TELEPHONE: 7298447 ALL DEPARTMENTS . . INSPECTED// DATES MAY 1 1989 DISAPPROVED'by: INSPECTED: APPROVED INSPECTED . DATE BY: INSPECTED: ___________ APPROVED _____ DISAPPROVED INSPECTED . DATE BY: INSPECTED: ___________ APPROVED ______ 5, DISAPPROVED COMMENTS:%--uum hear Muniipi Water Oi Engineering Deparèt. . (619) 43 -3367 4 •±:7'. f .-•-. - 61 "I. L@ 19 D 7[I AV 1LU L ij fling I1 COSTAR EAL MUNICIPAL WATER DISTRICTJ Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire FINAL BUILDING INSPECTION. PLAN CHECK NUMBER: 88-0909 ' DATE: May. 11,1989 TONY ROMA'S 'RESTAURANT PROJECT NAME:' 1814 MARRON ROAD ADDRESS: PROJECT NO.: UNIT NUMBER: __________________ PHASE NO.: ' NEW RESTAURANT ,: NUMBER OF UNITS: TYPE OF UNIT: ' ' ' ' CHRIS • " ' ,' '' ' ' CONTACT;PERON: ' CONTACT TELEPHONE 729-8447 ALL DEPARTMENTS ' '• ', DATE ~~94A — - BY: INSPECTED: APPROVED DISAPPROVED INSPECTED ' ' • DATE ' ', " . • • ' BY: _'' INSPECTED: ' 'APPROVED ' DISAPPROVED I ' INSPECTED. • DATE BY:'_••_•_'_• INSPECTED: • APPROVED ______ DISAPPROVED - V0 r COMMENTS r-- 0 . • . 0 0 , 'I '!' Rev 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire , FINAL BUILDIN INSPCTION RECEIVED N14 1989 PLAN CHECK NUMBER: 88-0909 1 DATE: Y 11 19,89 TONY ROMAS RESTAURANt PROJECT NAME: 1814 MARfON ROAD ADDRESS: . PROJECT NO.: UNIT NUMBER: PHASE NO.: NEW R.ESTAWtAL41 TYPE OF UNIT: NUMBER OF UNITS: CHRIS. CONTACT PERSON: 72t18441 CONTACT TELEPHONE: 0 ALL DEPARTMENTS 0 INSPED: //3 APPROVED , DISAPPROVED , INSPECTED DATE . BY: INSPECTED: APPROVED ______ DISAPPROVED INSPECTED DATE BY: S INSPECTED: APPROVED -'.______ DISAPPROVED COMMENTS: 4. 'V 4., 0' Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire - S 1- S . q.s .JINT2E._S89 THLI 14':25 .-.--.--------.-., .: 0•• OF T10460 7 . 1A C), C E RTI FI CATE Of CONFORMANCE IIE UNDERSIGNED MANUFA C TURER HEREA Y CERTIFIES that the products identified below and on attached sheets NQS. .. ore marked with the Collective Mark of the AMERICANI4S1TtVTE OF TIMBER CONSTUCT$O AITC) and were manufactured in conformance with applicable provisions of American. National Standard ANSI/AITC A190.1-1983, Structural Glued Laminated Timber, and that such manufacture has been at our plant ifl__._..._Piadle, Oregon ,which plant has quality control system approved by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION and inspected periodically by such Bureau The manufacture of these members complies with the manufacturing and fabricating provisions of Chapter 25 of the Uniform Building Code, -Jos NAMC Tony. -R o11&t a . . JO8LO(4TON Caz'.Gbad 1 CA. CUITONIA'S ORDER NO 7e2 - DATE I$DERPO 16809 Cr eta n Lumber Sarvice #5812 ,1. Members__.ve also been !r_to the more restrictive — pv t P,8. 6-7:3. cOMPA,IV S S •.e I. * lift f . _Cont rd' ADOE55 Riddle OR .. ti ....... -- .-.-• .- .- .- -•..• -.- . —. w. -- - .... . — /1 / IC. fr ER$ Y CERTIFIES that the said company at itS said plant is licensed by the AMERICAN INSTITUTE OF TlMBER,COSTRUCTN'to use the A(TC Coieotive Mark in respect " of products which comply with applicable provisions of said Standard, that the, adequacy of the quality control system in effect at said plant Is pnIadicaIly inspected and verified by the inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, and that, in the judgment of AITCI . said company is capable of .complyIig with applicable manufacturing and testing provisions of said Standard In respect of products manufactured at said plant, Conformance with the Standard in respect of any specific or particular poduct is the sole responsibility of the manufacturer; AITC's guarantee hereunder being that the said company is qualified to produce a product meeting the said Standard and that its plant is periodically inspected and verified by the AITC Inspection Bureau. AITCCeçt/ficate No 52923 A AMERICAN INSTITUTE OF TIMBER CONSTRUCTION / E083 AMtiCN IN'rsruTE OF TM5R CONSTRUCTION AItC FORM IECA JAN-26-89 THU 10:55 12 06 86 61 61 4 P101 I2 6 :89 THLI 1 4 :23 P - C12 DATE;_. MARINE LUMBEASERVICE Incorport.d TIME.' TO..,. FAX*: TELEPHONE FAX *:2O6)_767-4 312 - TELEPHONE #: (ao 6)_767. 73 Q 'F_, 6 69.3 A 1— .. . -: ----------------------------------------------------------------- ------------------------------------------------------------------ -------------"_.- ------------------ 525 South Chicago Street PO Box 80964 SeattJe,Waslilngton 98108 767-4730 N-2 ESE -3 THLI i4:2 3 F1 C. j TORRE CONSTRUCTION COMPANY, INC. 629 Aidwych Roa d El Ca jon, Ca. 92020 (619) '442-9474 - DATE t January 16, 1989 TO: Dan Ayers Marine Lumber 525 So. Chicago St. Seattle, Wa 98108 FROM: Patrick Mitchell - " •' •'.:. .d" TRANSMITTAL RE: 'Tony Roma's Restaurant Carlsbad, Ca. Glue Lam Submittals ITEM TRANSMITTED: Copy of Glue Lam Submittal 2Epyided,bL another _ suppkier.. (SamplL ACTION REQUIRED: -. Per our telephone conversation, please provide nthe abovereferencedroject-,._as - na..sossible. if you have any questions regarding this matter, please give tin a call at (619) 442-9474. THANK 1013 FOR YOUR ASSISTANCE. [1] FOR YOUR RECoPiS RETURN TO C. J. TORRE CONSTRUCTION CO. ,INC. , RIBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers 10505 ROSELLE STREET SAN DIEGO, CALIFORNIA 92121 (619) 453-5605 TO DATE / — /- I JoB NO. PROJECT ThAIy /27,,I 4S LOCATION CONTRACTOR 7;th: I OWNER I WEATHER TEMP. ° at A.M. ° at P.M. PRESENT AT SITE THE FOLLOWING WAS NOTED: > I have inspected the materials exposed in the footing excavations for the subject building(*). The materials consist essentially of c2.itW as anticipated in our investigation report. Accordingly, It is our opinion that the footing excavations have been carried to the proper depth and that the materials exposed are suitable for the support of footin designed in accordance with the recommendations presented in the investigation report for the project dated J. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. 4 f 'J. l 2. /p j1/ 0 i(.. 121 rwA i/4/J '1 fis — 'Si cjff. J COPIES TO . SIGNED '-" "' San Diego July 30, 1987 8533-84-09 8533-86-11 Mr. Gil Marshall Collins General Contractors 11750 Sorrento Valley Road, Suite 209 San Diego, CA 92121 SUBJECT: NORTH COUNTY PLAZA PAD "Se Dear Mr. Marshall: On. June 22, 1987, our field survey crew checked the vertical configuration of the subject pad. Our field crew verified that the pad is in substantial conformance with the configuration and location shown on the revised grading plan and that the elevation is 17.80 plus or minus 0.10 foot. This verification supersedes the verification dated December. 4, 1986. Sincerely, . 0 NOLTE and ASSOCIATES James R. Hettinger . Senior Engineer JRH:cb (CL0465-Q) . cc: Tom Purcell, Hughes Investments : Geoff Reeslund, SGPA NOLTE and ASSOCIATES Engineers / Planners / Surveyors 9755 Clairemont Mesa Boulevard San Diego CA 92124 Tel (619) 278-9392 FAX No (619) 278-4628 - - 0 • . 10 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: - i7— JURISDICTION: or- PLAN CHECK NO: 8f 0907 SET: PROJECT ADDRESS: /gic/ rIo,sJ IZ..i PROJECT NAME: _____12°M*5 ST#/U7 cjSDIIO ECKER DFILE COPY LI UPS DDESIGNER E] 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 deficien- cies identified /3w u-) are resolved and checked by building departmentstaff. -.-.. The plans transmitted herewith have significant deficiencies D identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ED The check list transmitted herewith isf0r your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. fl Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone #_______________ REMARKS: /. 013 7.'4-/A) i4f/20v,,q-L Fee'- 7frE P(..,4n)AJ/AJ7 P/-eYMJT. a. C iA)&,. • t4. . r .S 16, /\J f— I • / A/ 7&1 ° r— o 7H& fc.#4A/ By: I"& po/)7g Enclosures: • ESGIL CORPORATION • • • ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: 3— 1- JURISDICTION: C/7 -, OF C#/-,r PLAN CHECK NO: 'ct' of of SET: PROJECT ADDRESS: Iola-,/14gofrJ PROJECT NAME: ____,€O/'-f4. APPL J_URISDICTIO_N__-~, FILE COPY UPS DESIGNER n The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. U The plans. transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified - are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed checklist 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 Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: 7iC/c 1rc-4L Toe C aloj-~;i c17,oiJ óz- 4tt' c- Z. C-4-J oj ci 2-0 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: P ifr_ t-1/TCHLL Date contacted:. Telephone #((ti) 7z?t47 REMARKS:. By: J?-i O/AJfl . Enclosures: ESGIL CORPORATION * . 0T,4'1" ,3f/2 /2OV,4t FOH Th4 j)7 iT- - — 4. I2wi12 MT •/'frJ CF-/ O)-) 5 /i-567 OF- 17- f'&4A)5' .PI2oL//P £e'/Ictc' c7--f24 '- C..4_- 27f__- 7 ______ - C.s e-(-- ,q-7- I - ____ )URISO1CT1ON:/5At7 Date 'ROiECT ADDRESS:('/- ,4,41aA.) 0: PLAN CORRECTION SHEET 1anheck No. __- 0 F rzeI. /JO. ) - FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items circled below need clarification, modification or change. All circled items have to be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec. 303 (c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS Please make all cor:ectjans on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the Jurisdiction, to: Cei/'rn7i47?DAI ?O C /rg l7 •7E Zô S,W 17/t?é?, CA-. Z(Z3 To facilitate rechecking, please identity, next to each circled Item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. Please contact me if you have any questions regarding these items. Date plans received by plan checker___________ Date plan check cooeted____________ By i - PDt./L7AJ71' Datei Jurisdiction______________ Prepared 'byi Bldg. Dept. VALUATION AND PLAN CHECK FEE 'sgi1. PLAN CHECK NO._&&—O7 BUILDING A DDR ES S - Iei - IL-i ,4 / A-) /e/:) APPLICANT/CONTACT IG/',J 4S PHONE NO[.2.1 2 ) - Z23 2_ BUILDING OCCUPANCY - 4— DESIGNER PHONE_____________ TYPE OF CONSTRUCTION V—A) CONTRACTOR PHONE___________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE S /a J: r - 7 0 / AirCondjtjonjnE Commercial • @ - • — Residential • • • Res. or Comm. Fire_SDrinklers •• Total Value . • '- PLAN CHECK NO 7— O'/ SET UpS DDESIGNER ..PROJECT ADDRESS : 1914 PROJECT NAME T'o,j..i Al rc,.J7 E The, plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantiallycomply with the jurisdiction's building codes when minor deficien- cies identified 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. E The chck list transmitted herewith is for your information. The plans are' being held at Esgil Corp. until corrected plans are submitted for recheck The appliáant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's'copyof the check list has been sent,to: Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the, plan chick has, been. completed. Pexson contacted:_______________________ Date contacted:_________________ Telephone # REMARKS: I, P,eoy,p - ft S T& P.4A/ OF- 7-Hr QL.ET CoAl P'L 7z tL 7 0 7 ,'- 1iL1, /+.4AJt'lCPPFP. By 2/&&-re Enclosures ESGIL CORPORATION - ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: /o_ -7 - ge JURISDICTION: C47 (F Ci'-LS,5-P PLAN CHECK NO: t-07 SET: .2T PROJECT ADDRESS: 191d P4gAJ Rb PROJECT NAME: Roi T&7 PLAN CHECK FILE COPY UPS DESIGNER j The' plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. fl The plans transmitted herewith will substantially comply with the jurisdiction's building codes.-wben minor deficien- cies identified are resolved and checked by building department staff. D 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 pl.ans are being held at Esgil Corp. until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: k6vi) Mi-:!~s oo .F/,e-r '7ieei-''TE/pç Los CA. 9I2_ / j Esgil staff didnot advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check hs been completed. Person, contacted: kJ 14S —I/jOf Date contacted: /O/7/K Telephone # (•) 6_7 REMARKS: __wtt'+,i--12-(O 7/7&C ZLI' C> 1 cA-/PP QcCç C.. T/ Ok) / 3T • / ' 1_a 7"fif' P1-(,J/frJ6 e&'6'-(/ eg'/c.-fg,v TS By: Pa./EA.7'• Enclosures: SH-e77 -7t7 4t ESGIL CORPORATION. • . 'I 0-7 CITY OF CARLSBAD PLAN CHECK NO. 88-909 OCTOBER 71 1988 REMAINING CORRECTIONS FROM THE ORIGINAL CHECK LIST TO SPEED UP THE RECHECK PROCESS, NOTE ON THIS LIST (OR A COPY) WHERE EACH CORRECTION ITEM" .HAS BEEN ADDRESSED I.E., PLAN SHEET, SPECIFICATION, ETC. BE SURE TO ENCLOSE THE MARKED UP LIST WHEN YOU SUB- MIT THE REVISED PLANS.. 5. Alisheets of the plans and the first sheet of the calculations are required to be signed by the Calif- ornia licensed architect or. engineer responsible for the plan preparation. Please inclüTde the California . license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Plumbing and mechanical plans must also be signed. 19. Provide a site plan of the complete complex to-.verify adequacy of parking spaces.• . 203. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and. specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 278. Provide at least one drinking fountain for each floor level in Group A occupancies. Section 605. 290. Specify combination symbol and species of wood lamin- ations for glued-laminated beams. Table 25C-1, Part A, UBC. . . MECHANICAL . Grease burning charbroilerscannot be under common hood. UMC Section 2003(g).l. Provide complete constiuction detail of one-hour grease hood duct enclosure. Chapter 43 of UBC. 296. Provide complete hood details and sizing calculations. to show compliance with UMC Section 2003(g) and W. ENERGY .' I- Application of the. Standards . . 4,3,2. Certificate of Compliance must be signed by build-. .....• ing ow ner (part2)and' by' iiIgineer or architect ,(@ compliance statement - not M.E. or E.E.). The form must be complete (lines 1-4 and 35-38) and imprinted on the plans. Show all infrmation on one (1) CF-1. . . 5. Note on the plans that a separate copy of .CF-1 is to be retained by owner for use by future owners or tenants so that' they will have a record of the energy efficiency regulations in force for future modifications to the building. . 'II - First Generation. Standards 21-24. Show all data regarding EER and efficiences of HVAC equipment on lines 35-38 of CF-1 or make additional sheet, part of CF-1 and imprint on plans as such. If you have any questions, please contact Abe Doliente of. Esgil Corporation at (619)560-1468. Thank you. STADIUMS. CRANDSTANDS. BLEACHERS. PAVILIONS, CYMASIUMS This facility requires wheelchair seating spaces. ic.1) When the seating capacity exceeds 300. the wheelchair spaces shalibe in more than one location. (2.611b.1A2) Ticket booths must be accessible from both sides. (2-611 c. 2) Prticit ion arcs such as ball courts. exercise rooms. tracks and clubrooms must be accessible. (2.61 It-3.4) Spectator and participant sanitary and locker facilities must con- form to the requirements of Chapter 2.5. (2.611c.5) DINING, BANQUET AND BAR FACILITIES a. Access shall be provided at primary entrances. (2.613d.1) b Wheelchair acc shallbe provided to all areas where each type of functional activity occurs. (2.611d.2) () m facility requires (9 wheelchair seating spaces. (2.slld.3) (j) The ratio of reñiovable seating arranged to permit use by wheelchair occupants is I per 20 and based upon the total number of seats provided. (2.61 1d4) At least one wheelchair seating space shall be provided for each dining, banquet and bar area. (2.611d.3) Access to wheelchair seating spaces shall be provided by 36 minimum clear width main aisles. (2.611d.3) Cafeteria line aisles shall be a minimum of 36 clear width. p.61 Id-4) Access to food preparation areas shall comply with provisions for entrance doors and doorways contained In Sect. 2.3304. (2.611d.6) Restrooms and power rooms shall conform to the requirements (j) In Sect. 2.511. (2.611d.S) pl. RELIGIOUS FACILITIES /Sanctuary areas shall be accessible. (2.61 1e.) .Y" Provide wheelchair seating spaces in the sanctuary. Use Section 2$1lb.1A. (2.611b.1A) / Provide wheelchair access to raised platforms, choir rooms, choir lofts, performing areas and other similar areas. (2.611e-IS) Assembly areai shall be made accessible. (2-611 e-2) Enclosed and unenclosed platforms and stages in assembly areas shall be made accessible. (2.611e.2) ,X Classrooms and offices shall have entry doors that conform to Chapter 33. (2.611e.3) Sanitary facilities shall conform to the requirements of Chapter 2.3. (2.611e.4) CR01.1? B OCCUPANCY REQUIREMENTS Croup B occupancies used for asscmblv purposes but having an occupant load of less than 50 shall conform to all the requirements for Croup A oc. eupancies covered in Section 2.611. (2.712d) BUSINESS AND PROFESSIONAL OFFICES, PERSONAL AND PUBLIC SERVICE FACILITIES Client and visitor areas, office areas and related toilet rooms shall be made accessible. (2.712b.2A) /. Conference rooms, counseling rooms or cubicles and similar areas shall be made accessible. (2.712b.2B) v( Employee work areas shall have a 36 minimum clear ace. (2.712b.2C) p(SALES FACILITIES I General sales, display and office areas together with related toilet rooms must be accessible. (2.7I2b4A) % Sales employee workstations shall be located on ace ible levels. Employee work areas shall be accessible to employees in wheelchairs, and the customer side of sales or checkout stations shall be accessible. (2.712b.3B) - This facility requires check stands accessible to the physically handicapped, based upon I for S checkstands or less. 9 or more. (2.712b.3C) 4: Where quick cheek stands are provided, at least one shall be ac. eessible. (2.712b.3C) Cheek stands shall be made accessible by providing a 36' aisle on the customer side of the stand. (2.712b.3C) Accessible check stands shall be identified by the International Symbol of Accessibility and shall state. 'Thts check stand to be open at all times for disabled customers-. (2.12b.3C) RETAIL CROCEBY STORES (Requirements are stated In AB 179, effective July 1, 1964.) ,4 Toilet rooms must be provided for the public in stores contain- ing more than 20,000 sq. ft. of floor space. ,b The toilet rooms for the public may be the same as those provid. ed for the employees. ,d'. Separate facilities shall be provided for each sex. fr Handicapped requirements shall be satisfied. Doors shall be sell closing. M' Hand washing facilities shall be provided in or adjacent to toilet rooms and shall be equipped with hot and cold water. Hand washing detergent and sanitary towels or hot-air blowers shall be provided in permanently installed dispensing devices. SHOPPING CART THEFT PREVENTION BARRIERS Public entrances and exits shall be accessible to and usable by the handicapped. (2.712b.3El) Barriers shall provide a 32 clear width opening for handicap- ped Ingress and egret. (2.712b.3E2) Note on the plans that shopping cart theft prevention barriers shall comply with the requirements of Sect. 2.712b-3E. 1 4- DA 2/4/88 ri ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN D[EGQI CA 92123 (619) 5601468 DATE: S APPLICANT JURISDICTIO JURISDICTION: CJY(-j OF JPLAN C—HE-C-K-Elf FILE COPY PLAN CHECK NO: SET: -L UPs• flDESIGNER PROJECT ADDRESS: (2/(-1- •D. PROJECT NAME: 70 114 E] 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 LI with the jurisdiction's building codes when minor deficien- cies identified 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 fora complete recheck. The check list transmitted herewith is for your -information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applfcant's copy of the check list has been sent to: t-1A 71$V( 900 E. aci stA i —iG7 i Los .04 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted:KV1A) N'3S Date contacted:________________ Telephone #(' 7- REMARKS: By: A-&- D o e- A.) 7-gr Enclosures: ESGIL CORPORATION • • 'S •. PLAN NO.8 JURISDICTION: TO: IteVIAJ.MS qco //T Si-. S7& Jt) V LDs k)c& 5 CA. '700/Z PFZJE= DATA OJPAJCY: 4 BUILDING USE: /c-i/2,4A)7 TYPE OF (ICIIO: V ACTUAL AREA: ALLOWABLE AREA:A oo 3 STORI: V V HEIGHT: V WE OJPANTILAD: /ggl- RIARKS: iPJ'/Ji tSA-, ecJC 1 3Z- CF ,j -r V •. - V V Date plans received by jurisdiction: Date plans received by Esgil Corp.: 7//f I Date initial plan check completed: By: Applicant contact person: v,',u ,-i',SS Tel. (zi Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical code and state laws regulating energy conservation, noise attenuation and access for the disabled. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1985 UBC. The circled 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. 303 (c), 1985 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. V - V To speed up the recheck process, note on this list V V (or a copy) where each correction item has been - addressed, i.e., plan sheet, specification. etc. - Be sure to enclose the marked up list when you V submit V the revised plans. PAGE NUNBERS ARE NOT 174 SJ(Z AS PAGES BAYING NO ITEMS NEEDING (XIC44S WERE Df'P. List No. 80, VGENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS V V -: V JURISDICTION CAjL56AP PLAN CHECK NO. t-?O' DATE- BUILDING AREA, HEIGHT AND STORIES DATA SHEET IVD ñ (nIICDttY /??WTPhDrh k2T BuildingDesignation TypeConstructionShown NumberofStoriesandHeight BasicAllowableArea Increases For Multi-Stories X L For Yards Feet OnSides ForSprinklers TotalAllowableArea (3_COO Actual Area Total C AreaSeparationWalls Yes YesNo YesNo YesNo YesNo Over Area Yes YesNo YesNo YesNo YesNo Over Height Yes YesNo YesNo YesNo Yes, No Over Stories Yes YesNo YesNo YesNo YesNo 3uilding Use )ccupantLoad /_ )ccupancy A-_- 0S987 A. PLANS - 1. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. B. (ID?AL 3. Provide the site address and a vicinity sketch on the Title Sheet. 114-1, Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. All sheets of the plans and the first sheet of G) the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Indicate on the Title Sheet whether or not a grading permit is required for this project. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. 8. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area Justification to exceed allowable area in Table 5-C. (if applicable) Justification to exceed allowable height or stories in Table 5-D. (if applicable) Provide a note with the building data legend stating that yards used for area increases - shall be permanently maintained. 10. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Table 9-A. C. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show north arrow, property lines, easements, streets, existing and proposed buildings and structures. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". 3.3? Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under ,.this permit and any proposed future buildings. Clearly designate any side yards used to justify increases in allowable area based on Section 506. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the / site plan. Yf Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. Show dimensioned parking layout including any required disabled access spaces. G Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. S Provide a reference on the site plan to any details or specifications for required site improvements to comply with the Title 24 disabled access requirements. 7/29/87 2 D. thcAnoi ON PROPERTY When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 5014 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this acception is used, show how the building(s) will comply with Section 505. When a new building is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the exisiting building meet the criteria of Table 5-A and Part IV. Section 504 (c). Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). The exterior walls less than 4-0 feet to a property line or an assumed property line, shall be I.-ti.f ire-rated construction. Section ZZ-. 03. ) .- 10 P,-(L ç L/SS 77J-,q-v / Fr 2-- fr0u- . Exterior walls shah have a 30 inch parapet when less than /0 feet to a property line or an assumed property line. The uppermost 18" of such parapets shall be noncombustible. (see exception, Section 1709.) The exterior wall shall have protected openings (3/4 hour) when closer than ii) feet to a property line or an assumed property line. Section 7-03. The exterior walls shall have no openings when closer than feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section 03. 9 Eaves over required windows shall be not less than 30 inches from side and rear property lines. Section 504 (a). Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 1710. 37 Projections over public property must comply with chapter 45. Projections may not extend more than one-third the distance from the exterior wall to the property line or one-third the distance from an assumed vertical plane located where fire- resistive protection of openings is first required, whichever is least restrictive. Section 5014 (b). 34. Fire-resistive exterior wall construction shall be maintained through attic areas. Section 4304 (c). When openings are required to be protected due to location on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story. Section 504 (b). A covered pedetrian walkway must comply with the requirements in Section 509. Exterior exit balconies cannot be located in an area where openings are required to be protected. Section 3305 (i). Exteror stairways shall not project into yards where protection of openings is required. Section 3306 (n). Yards or courts serving as required exits for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade. Openings shall be protected by fire-assemblies having a rating of not less than three-fourths-hour. Section 3301 (b) definition and Section 3311 (d). Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire- resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Table 17-A footnote 1, and Section 1702. Openings for scuppers, mechanical equipment vents, foundation vents and similar openings have to be protected where openings are required to be protected. Table 5-A, Section 03. E. .&JUDIW AREA When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 503 (a). As shown, the building(s) is/are over area for / the Type of Construction shown. Table 5-C. 7.t Ze,THS &- c7fE-c...77oN / T/-t PPP- 1 TO Woe-rH WP - 7/29/87 3 IX Total width of exits in feet shall be not less than total occupant load served divided by 50. Tributary occupant load from basements and stories above shall be per Section 3303 (b) and the maximum width required for any story shall be maintained. 91. No point in the building shall be more than 150 feet (200 if sprinklered) from an exterior exit, horizontal exit,. enclosed stairway or exit passageway, measured along the path of travel. This may be increased 100 feet if last 150 feet is in a corridor. Section 3303 (d) (See exceptions). Double acting doors are not allowed when serving a tributary occupant load of more than 100, or when part of a fire assembly, or part of smoke and draft control assemblies or when equipped with panic hardware. Section 3304 (b). 1114. Exit doors should swing in the direction of egrees when serving an occupant load of 50 or more or when serving any hazardous area. Section 3304 (b). See doors 120. Exit doors should be openable from the inside without the use of a key, special knowledge, or effort. Section 3304(c) [Note that exit doors serving 10 or less occupants may have a night latch, dead bolt, or security chain per Title 24 2-3304 (c).] Exit doors from assembly rooms with 50 or more occupants shall not be provided with a latch or lock unless it is panic hardware. Section 3318. All doors and gates, within the exit path from an assembly room to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware. Section 3318. 13'. Exit doors should be a minimum size of 3 feet by 6 feet 8 inches with a minimum door swing of 90 degrees. Maximum leaf width is 4 feet. Section 3304 (e). The net dimension (clear width) at doorways should be used in determining exit widths required by Section 3303 (b). Section 3304 (e). In consideration of door thicknesses, panic hardware, door swing, etc., the required exit widths have not been furnished. See door 125. Regardless of occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door. Section 3304 (h). prl~. When a door landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing dimension to less than one half its required width. Section 3304 (i). Door landings shall have a length measured in the direction of travel of not less than 44 inches. Section 3304 (i). Doors should not project more than 7 icnhes into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305 (d). Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load - exceeds 9 or the. exit door serves a hazardous area. Section 3304 (g). Ramps required by Table 33-A shall not exceed 1:12; other exit ramps 1:8. Ramps steeper than 1:15 shall have handrails as required for stairways. Minimum size landings and landing clearances must be provided. Section 3307. L STAIRWAYS pr(. Stairway width must be at least 44 inches when serving 50 or more occupants; 36 inches when less than 50. Section 3306 (b). Seventy eight inch minimum headroom clearance for stairways should be indicated on the plans. Section 3306 (p). Note that this is from a plane tangent to -the stairway tread nosing. Stairway handrails should not project more than 3-1/2 inches into the required width. Trim and stringers may not project more than 1-1/2 inches. Section 3306 (b). 9 %. Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour f ire- resistive construction. Show 2 x @ 1611 o.c. mailers. Section 3306 (m) (n). 1%. Landings should not be reduced in width more ( than 7 inches by a door when fully open. Section 3304 (i). 32. Stairways from upper levels which extend below the, level from which egress from the building is provided, shall have an approved barrier to preclude exiting into such lower levels. Section 3306 (h).& 3309 Pill Vertical distances between stairway landings are limited to 12 feet. Section 3306 (i). 7/29/87 . . - 8 151 Corridors serving 30 or more occupants shall have walls and ceilings of one-hour construction except: a. Corridors greater than 30 feet wide when - the occupants have an exit independent from the corridor. b. Exterior sides of exterior exit balconies. C. Corridor walls and ceilings need not be of fire-resistive construction within office spaces having an occupant load of 100 or less then the entire story in which the space is located is equipped with an automatic sprinkler system throughout and smoke detectors are installed within the corridor in accordance with their listing. Section 3305 (g). 152. One-hour fire-rated corridors shall have door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic-closing by action of a smoke detector per Section 4306 (b). Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). 153 Total area of all openings, except doors, in any portion of an interior corridor, shall not exceed 25 percent of the area of the corridor wall of the room which it is separating from the corridor. Such openings shall be protected by fixed, approved 1/4 inch thick wired glass installed in steel frames. Section 3305 (h). i4. Elevators serving more than two stories shall ( not open into required one-hour exit corridors unless protected by an approved smoke/draft control door system. In high rise buildings refer to Section 1807 (h). Section 3305. Y(. Duct penetrations of fire-rated corridor walls and ceilings shall have fire dampers per Section 4306 (j). i$. One-hour corridors shall not be used as an I integral part of a duct system. This includes the space above a dropped ceiling within the one-hour corridor. UMC Section 706 (b). 1. Provide a complete architectural section of the ( corridor, and exterior exit balcony, showing all fire-resistive materials and. details of construction for all floor, walls, roof and all penetrations. Section 3305 (g). ié. Ceilings of combustible materials cannot be I suspended below the one-hour corridor ceiling. In types III or V construction fire retardant treated wood may be used. Section 3305 (g). Corridor walls may terminate at the ceiling only if the ceiling is an element of a one- hour fire-resistive floor or roof system. Section 3305 (g). When two exits are required, dead end corridors and exit balconies are limited to 20 feet. Section 3305 (e). N. MUT SIGNS lfr?. Exit signs are required for exits serving an occupant load exceeding 49. Show all required exit sign locations. Section 3314 (a). 34(2. Show that exits are lighted with at least one foot candle at floor level. Section 3313 (a). Show that the power supply for exit illumination and exit signs is provided by two separate circuits.' (Occupant load exceeds 50 in I occupancies, 100 in H occupancies and 300 in all others). Section 3313 (b) 1. Zoe Show separate sources of power for exit illumination and exit signs. (Occupant load exceeds 999 in A-i, 500 in A-2/2.1, 750 in churches, 100 in I's and 500 in B-2 occupancies used for retail sales or offices). Section 3313 (b) 2. The exit sign locations as shown are not adequate. 0. ZMATORS 1/6. Elevators shall be enclosed in a one-hour shaft except in Type I and Type II F.R. construction where the elevator shall be in a two hour shaft. Elevators in other than Group I occupancies need not be in a rated enclosure if serving only one adjacent floor. Section 1706. 317. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one- hour shafts and one and one-half hours in two hour shafts. Section 1706. 348. Elevator shafts extending through more than two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 5104. 119. Elevators in high rise buildings shall comply with Section 1807(b). Every elevator lobby or entrance area shall be I provided with an approved smoke detector as required by Section 5103(b). 7/29/87 10 Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car. Section 5106. Revise the number of elevator cars per hoistway enclosure to comply with Section 5103(a). l, 3i. Provide notes, details or specifications to show the elevator will comply with IJBC Sections 5102-5106 and Title 24 Section 2-5102 through 2-5105. Provide clear inside elevator car dimensions as required by U.B.C. Section 5103(d) 6 and Title 24 2-5103(m). One elevator in buildings more than three stories or buildings where disabled access is required to upper level(s): 6'-8" by 41 -3" with a minimum clear opening width of 42". Elevators other than in (a) above, serving an occupant load over 50 shall have a minimum inside platform of 5 feet 8 inches wide by 1 feet 6 inches deep. The minimum clear door width shall be 36 inches. Elevators other than in (a) above serving less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 2 feet 8 inches. A.e1 Specify on the window schedule the glass type and thickness to show compliance with Table 54- A and B. Glazing, in the same wall plane as a door, must I ' be safety glazing if within 12" of the door and less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 6. 114'. Glass in excess of 9 sq. ft. with the lowest edge less the 18 inches above a walking surface shall be safety glazing or shall have a horizontal number not less than 1-1/2 inches in width and located between 24 and 36 inches above the walking surface. Section 5406 (d) 7. Q. ROOF 178 A fire-retardant roof covering is required. See exceptions under Section 3202 (b). 1,74'. 'Specify roof pitch. lQ. Roof pitch is not adequate for roof covering f specified. Specify minimum pitch of __________ 181. Specify roof material and application. r ,4(L 82. Specify ICB0, UL or other recognized listing approval number for roof materials not covered in IJBC. Specify roof slope for drainage or design to support accumulated water. Section 3207 (a). 14 Show roof drains and overflows. Size drains per Appendix D of UPC. Section 3207 (a). Show the legal basis to allow roof drainage to flow onto the adjacent property. Draft stop roof/ceiling area, attics, mansards, overhangs, false fronts and similar to limit area to 3,000 sq. ft. or 60 LF (9,000 sq. ft and 100 LF, if sprinklered). Section 2516 (f). ),81. B-2 and B-4 occupancies with over 50,000 sq. ft. of undivided area and H occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206. 34. Provide skylight details to show compliance with Chapter 34 and Section 5207 or provide ICB0 or other recognized approval listing. 3$. Provide plastic roof panel details to show compliance with Section 5206 or provide ICB0 or other recognized approval listing. 16'. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). Provide a minimum 22" x 30" attic access opening (or 30" x 30" if equipment is in attic). Section 3205 (c). R. Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802 (b). Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings-in an exterior wall. Section 3802 (b). 3Ø. Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floor shall have additional sprinkler heads installed within.' such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). I gz-. p' ro VI p je0 6. pp,eo L /a. f -r/i&- _77 7/29/87 Fire sprinklers are required in retail sales " rooms where the floor area exceeds 12,000 sq. ft. on any floor or 24,000 sq. ft. on all floors or in B-2 retail sales occupancies more than three stories in height. Section 3802. Fire sprinklers are required in H occupancies when exceeding the areas in Section 3802 (f). 1/4. Provide fire sprinklers in drinking and dining establishments when the total area of unseparated rooms exceeds 5000 square feet. Section 3802 (c). 17g. Provide fire sprinklers Section 506, 507, 508 or 3802. See also jurisdiction ordinance. 1(9. When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. Section 3803. 2/0. Provide class standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. S. FOUNDATION 271. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. 2Ø. Specify on the foundation plan or structural ' specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. 203 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 4ihen requLi b the soil report). The foundation plan does not comply with the following soil report recommendation(s) for this project. 205 Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. 206 Note on the foundation plan that: "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: the building pad was prepared in accordance with the soils report; the utility trenches have been properly backfilled and compacted, and; the foundation excavations, forming and reinforcement comply with the soils report and approved plan". 2,9<'Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. Show height of all foundation walls. Chapter 23. 2y. Show height of retained earth on all foundation walls. Chapter 23. Show distance from foundation to edge of cut or fill, slopes and show slope and heights of cuts and fills. Chapter 29. 2t. Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7. 2. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). 23Z'. Dimension foundations per Table 29-A. TABLE NM 2.A—FOUNDATIONS FOR STUD BEARBO WW.$—MD4IMUJa REQUIREMENTS" I I I WHAMEACIF I I SOTCD TTHE flIJdZUOP M.I. I%I I I Vfli I I POOThIS ,OFOOT11 INtU I IT1IEUW I WS1!URUO I $URflCI I " POWWOW I I I 6 L 12 1 6 1 12 . I 2 I * I I I IS I 7 I 'I I I10I10I11I1I 24 IWL, unuMali c wt food. foodup sod foomdodons dash be as required is Soctios 2*07 s) M. ivwdwidcr ft floor awy be acanald asthudnashouo(the top o(das foaslsg. 'Fouodsdoin may ,uppoil $ roof in a d"ooIoc UI)IuIasod oibaAon. 15pp0flao4 roth ooly dash bu is required too ropportill flux 21/. Note on the plans: "On graded sites, the top ( of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent." Provide elevations on the site plan / to show compliance. Section 2907 (d) 5. X'5. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. 7/29/87 - 12 216 Show foundation bolt size and spacing. Foundation bolt size and spacing for, shear. walls must be clearly shown on the foundation plan. Section 2907 (e). Specify size, ICBO number and manufacturer of power driven pins. Show edge and end distance and spacing. Section 306 (f). 218 Show size, embedmentand location of hold down anchors on foundation plan. Section '2303 (b) 4. -S.- 219. Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Show adequate footings under all bearing walls and shear walls. Section 2907 (d). Show stepped footings for slopes steeper than 1:10. Section 2907 (c). Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. Section 2516 (c) 2. Show pier size, spacing and depth into undisturbed soil. Table 29-A. 24. Show minimum under floor access of 18 inches by 24 inches. Section 2516 (c) 2. Show minimum under floor ventilation equal to a 1 sq. ft. for each 150 sq. ft. of under floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. 2). Specify that posts embedded in concrete shall be pressure treated per UBC Standard NO. 25- 12. Section 2516 (c) 1. T. MASOMM 21. Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints. 2i Show height and construction details of all masonry walls. Chapter 24. 2V'Show floor and roof connections to masonry - walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2312 (j) 3. A. Provide details , for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). Show a minimum 2" air space and flashing between planter and building walls. Section 2516 (c) 7. U. FRAMBG Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Provide a special inspection section on the plans listing all structural elements requiring special inspection by U.B.C. Section 306. 3 4'. Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end and at least every 25 feet of 'length with 1 x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3. Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506 (h). 7 Show, blocking at end and at supports of floor joists, and for rafters at exterior walls. Section 2517 (d) 3. 23,. Show solid blocking at ridge line and at / exterior walls on trussed roofs. Section 2506 (h), Section 2517 (h). 23. Show double joists. Floor joists shall be I doubled under bearing partitions running parallel with the joists. Section 2517 (d) 5. 2fr. Rearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joists. Section 2517 (d) 5. 2441. Show rafter ties. Rafter ties shall be spaced / not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) 4. 244'. show rafter purlin braces to be not less than ( 45 degrees to the horizontal. Section 2517 (h) 5. 24L Show 1/2" minimum clearance between top plate / of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). 2)4. show double top plate with minimum 48" lap splice. Section 2517 (g) 2. 2. show nailing will be in compliance with Table ;7- 25-Q. 24% show or note fire stops at the following / locations per Section 2516 (f): in concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall. at all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; in concealed spaces between stair stringers at the top and bottom of the run and between studs along and in line with the run of stairs if the walls under the stairs are unfinished; and in openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. G show stud size and spacing. Maximum allowable stud he bearing wall: 2 x 4 and 2 x 6 max. 1q; non-bearing: 2 x I. max. ui', 2 x 6 max. 20'. Table 25-R-3. 24'. Studs supporting two floors, a roof and ceiling must be3x4or2x6at16"o.c. Table 25-R- 3. 249 Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 306 (f). 250. Detail all post to beam and post to footing connections and reference the detail to the plan. Section 2516 (m). 251 Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. 252 Specify nail size and spacing for all shear 0 walls, : floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, J, K) and Section 4713 (d). Show 3" x 4" or 2" x 6" studs in first story of three story building. Table 25-R-3., ,%. Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. 255 Provide i-npL f.nrr.. pl -d floor framing plan. Section 302 (a) 7. Provide framing sections through Section 302 (a) 7.. 3Z. Specify all header sizes for opening over 4' / wide. Section 2517 (g) 5. 3$8. Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (a) 7. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (a) 7. 260. show on the plans all structural requirements developed in the structural calculations. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treat wood is used. Section 2516 (c) 4. 61. Individual concrete or masonry piers shall / project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 263 Specify plywood grade and panel identification index. Table 25-N. 2$'. When roof pitch is less than 3:12, design ' ridge as a beam. Section 2517 (h). 244'. If foundation cripple wall studs are less than / 11+" framing shall be solid blocking. Section 2517 (g) .4. 7/29/81 . 14 2J Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or, 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. Show plywood sheathing over exposed eaves, or other weather exposed areas, is exterior grade. Section 2516 (g) 3. 28 Show a weep screed at the foundation plate line on all exterior stud walls to be stuccoed. Section 4706 (e). Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). V. ?SLA1S 7'l Parking garages shall have an unobstructed headroom clearance of not less than V -011 above the finish floor to any ceiling, beam, pipe or similar construction. Section 702 (b). 37. Show light and ventilation, for areas customarily used by people, will comply with Section 605. Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. 21 Provide restrooms for each sex if the number of employees exceeds 4 and both sexes are employed. Section 705 (B occupancy). 2$. Show unenclosed floor and roof openings, open and glazed sides of landings and ramps, balconies or porches more than 30" above grade or floor, and roofs used for other than service to the building have 42" minimum height guardrail, through which a 6" sphere cannot pass, and designed for 20 lbs. per un. ft. applied horizontally at top rail (50 lbs. for exit facilities serving more than 50).. Section 1711. Table 23-B. 2/7g. Provide platform and stage construction, including occupancy separations and roof vents, as per Chapter 39. 3/7. Pedestrian walkway shall comply with Section 509. 278. Provide at least one drinking fountain for each floor level in Group A occupancies. Section 605. Show that aisles and seats comply with Sections 3315 and 3316. Buildings housing Group A Occupancies shall front directly upon or have access to a public street not less than 20 feet, in width. The access to the public street shall be a minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to the building shall be located on a public street or on the access way. Section 603. W. TrflZ 24 HANDICAPPED ACICZSS 281. Provide note and' details on the plans to show compliance with the enclosed Handicapped Access Check List. Handicapped access requirements may be more restrictive than the UBC. X. EHXFM CONSERVATION Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. Provide electrical plans, plan details, calculations and the completed Form 5 or CF-5 to show compliance with state regulations for energy conservation. Pedestrian walkways shall comply with Section 509. 285 Incorporate in the plans or specifications the attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". 286. Please see additional corrections, or remarks, on the following page. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact ,4'- you j - at Esgil Corporation. Thank you. Enclosures: 07/29/87 , ' 15 CITY OF CARLSBAD PLAN CHECK NO. 88-909 AUGUST 8, 1988 ADDITIONAL CORRECTIONS Complete the room finish schedule. Provide floor plan of the second story. Check for exit requirements. Provide window and door schedule on the plans. Specify combination symbol and species of wood lamin- ations for glued-laminated beams. Table 25C-1, Part A, UBC. Provide complete structural details, shear walls, diaphragms, connections, footings, holddowns. Provide shear wall schedule on the plans. Cross reference this with the plans. Shear walls on the plans and the calculations must agree. Complete all the call outs and cross referencing of the details. MECHANICAL Grease burning charbroilers cannot be under common hood. UMC Section 2003(g)l. Provide complete construction detail of one-hour grease hood duct enclosure. Chapter 43 of UBC. Provide complete hood details and sizing calcula- tions to show compliance with UMC Section 2003(g). and W. Separate exhaust ducts from each exhaust fan to-the exterior is required so the exhaust from one restroom cannot blow into the other restroom. UBC Section 705. Provide make-up air unit and electrical interlock per UMC Section 2003(i) for exhaust fan #3. - City of Carlsbad 0 Plan Check No. 88-909 August 8, 1988 PLUMBING Provide water line sizing calculations including the pipe lengths,water pressures and pressure drops. Provide gas line sizing calculations. If you have any questions, please contact Abe Doliente of 0 Esgil Corporation at (619)560-1468. Thank you. U :i. Submit complete electrical plans and specifications. Submit plan showing location of all services. $ Submit complete one-line diagram of service and feeders. Indicate the grounding system to be installed for building service. 5. Indicate ampere interrupting capacities (Arc) of service equipment. NEC 230-65/110-9. Indicate sizes of fuses and/or circuit breakers. / Indicate fuse symbols to show fault currents are limited to 10,000 amps on branch circuits. i.e. 3m, LC L. If fuses are not used to limit fault currents on branch circuits to 10,000 amps, specify method to be used. Submit plan showing location of all switchboards. Indicate dimension of switchboards and control panels rated 1200 amperes or . more. NEC 110-16(c). Submit plan showing location of all transformers. Indicate the grounding system to be installed for transformers. NEC 250- 26(c). Provide overcurrent protection on the secondary side of transformers. NEC 240- 21/384-16(d). Submit plan showing location of all panels. 3%. Submit panel schedules. d. Specify conduit and wire sizes. 31. Specify aluminum or copper conductors and type of insulation. Show approximate length of feeders. 3,. Specify electrode conductor size and type wire. (aluminum or copper) Submit electrical load calculations. Indicate existing service size. l. Indicate existing building load. 34. Indicate new additional loads. ,4. Indicate wiring method. I. Show exit signs on the electrical lighting plan. Note: Power for exit lights and emergency lighting must - conform to the 1985 UBC Sections 3313 and 3314. Provide receptacle(s) within 25' of the roof mounted A/C units. UMC Section 509. Ji. Provide multiple switch lighting controls per CAC, Title 24, 2-5319. Any questions on electrical please contact the plan checker shown above, at Esgil Corporation at (619) 560-1468. Thank you. GUIDELINE FOR COMPLETING FORM CF-1 W-EN FIRST GENERATION NON—RF.SIDFNTIAL STANDARDS ARE USED. FOREWORD The 'values for the Certificate of Compliance, form CF.], for first generation nonresidential buildings may be readily determined from information on compliance forms for those standards, and is quite simple for anyone familiar with basic haat transfer and simple }VAC design for buildings. Those not having this basic understanding should avoid responsibility for energy compliance documentation. In some cases it may be beneficial to use the new forms CF-2, CF-3, CF-4, & CF-5 as worksheets to calculate the values for entry onto CF-I. The CF-1 is not necessarily a summary of compliance information for the building although it may also serve such a purpose. The CF-1 is the set of requirements imposed on all future, alterations until compliance is redemons- trated for the building as a whole.or until an entirely new set of regu- lations supersedes the CF-1. The new standards are in effect standards for whole buildings that allow tradeoffs in various aspects of building design. For example, the designer may convince the building owner or her/his agent to build an all glass daylight-designed envelope which requires daylighting controls on all lights. All future tenants would be required to install daylighting controls on all lights as specified in a CF-1 unless the whole building was shown to, comply with the standards. Because of this use of the CF-I, the proposed entries are the same as the recuired entries for first generation applications, since what has been designed and proposed will be what is required for alterations. CORRECTIONS (CIRCLED NUMBERS INDICATE ITEMS NEEDING CORRECTION) Line . The Rt values for roofs (incl. roof/ceilings), floors (incl. soffits"), and walls may be readily determined from either CF-2 or Form 2 for the first generation standards. When using Form 2, the area weighted Rt value Is found by taking entry 19 divided by entry 20 of Form 2. Line The floor Rt value may be calculated from the entries on Form 2. In fact, the floor Rt is equal to entry 44 divided by entry 45 onForm2 or the inverse 'of U0f. Line 9 Similarly the wall Rt may be found from the data used to calculate the entries I. and 2. of Form 2. The wall areas may be taken from Form 2 and the product of the wall areas and their U valued (also entered on Form 2) should be summed. The sum of the U values times the corresponding wall areas should be divided Into the sum of the same wall areas to yield the wall Rt. For the CF-1 only the opaque wall areas should be Included In the totals and the MCF factor used In Form 2 Is not used. 1/88 Line 10 The heat capacity for the opaque walls can be determined from the wall weight per square foot of area given on Form 3. for the first generation nonresiden- tial standards and Table 3-5-on page 3-11 of the EEPI (publication P400-86. 010). Or Table 3-5 may be used directly. It may be necessary to calculate an.area•weighted average heat capacity. If so, it is advised that the applicant document this calculation using the format of the new CF-2 form to organize this calculation. Optionally the applicant may list the heat capacities and wall areas separately and include them as an integral part of the CF-I. Line 12 The exterior wall area entry for CF-1 is the same as entry no. 7 on Form 2 for the first generation standards. 6. Line 13 Total glazing area is the same as entry no. 5 on Form 2. Line 14 The proposed (and required) percent is calculated as indicated on the CF-1 form. Line 15 The average shading coefficient. is the area-weighted shading coefficient for all glazing in walls. This value may be determined from the part of the data used to calculate entry 15 on Form 2. Again it would be more useful to transfer this data to the section called Glazing in Walls on page 2 of CF-2 to calculate the area-weighted averages If you are unfamiliar with such calculations. See the instructions regarding CF-2 for more details. Line 16 For-first generation standards, the allowed equals the proposed as long as compliance is met for the Uoverall and OTTV calculations on Form 2.. Line 17 Determine the areas of the west-facing (45 degrees) walls and windows from both the plans and Form 2. Enter the sum of these areas on me 17. Line 18 Enter the total west-facing glazing area on Line 18. U2 Line 19 Divide Line .18 by Line 17 and muliply times 100 and enter on line 19. Line 20 Calculate the area-weighted shading coefficient for the west-facing glazing using form CF-2'if necessary. Enter this value on Line 20. Line 21 . • if your Oily meets the requirements of the regulations, enter the proposed . west glazing percent from Line 19 onto Line 21. . • • • . . . ........•.... . • • ; 1/88 Lines 22 to 29 Document the areas of skylightS used in the project. Again for the first generation standards the proposed areas • the allowed areas so long as the requirements of the Uoverall and OTTV limits are met. n16.line 30 &' cc-c %,__j Entr the teal ef t h e eelumn called Besign Watts f10111 all rV1111 5 -pages en line 30. Nete that the first generation standard s hare ne ered-i-t-s-- -for 3ecial lighting c-ontrols. Line 31 A,,,,utA Eoe V.1d Enter the tetal ef the eelumn ea_344.A;;9tted Watts f-rem all Fe-rm S pages en '-Linc 31. /vo#j C r '3c -44 /10 4) 00 Line 32 . You may enter N/A for not applicable or you may- select one of the HVAC sets- for the-appropriate climate zone for offices. line 33 Calculate the total wattage of all ventilation fans used to move ventilation air at design cooling conditions for the space. Enter this value as Line 33. You may use any information or defaults established for the second generation standards. Likewise the use of CF-4 ind its instructions may assist your calculations, although you are not required to submit it. Line 34 Enter the entry on Line 33. Line 35 S You may either calculate the CPI or you may enter the installed cooling capacity and EER of the cooling equipment 'Instead. If you enter the in- stalled capacity of equipment and the EER, so indicate. Please note that this becomes a maximum capacity for the space in question and a minimum EER for that space for all future alterations. Line 36 Either re-enter the CPI calculated for Line 35 or use 'this line to enter the minimum EER to be installed that compiles with the regulations. line 37 Similar to Lines 35 & 36 you may either calculate the HP! based on your equipment, choose a reasonable HP! from the second generation ACPs, or enter the maximum heating capacity and minimum efficiency for the heating equipment for the space. If the latter choice is entered you need to indicate the units for capacity and efficiency measure If applicable and the particular measure of efficiency used (steady state, COP, ACOP, AFUE, etc.). 24 Line 38 Either re-enter the value for HP! on line 37 or enter the minimum efficiency to be installed and allowed for all future alterations. - 1/88 UT tu.563d Ip3TpuvI 6414 'TA c6weD UTD11ddT •fl p.Ao1dd, AtTvvib;,e SUb; 0 u170003 tpbtpuv;s hbi.u. •t o de3 v •vq 13OU Stop utDT1dd, buip;nq ; .,/ IU0TUtddS 1a.i.d ;u.nb.sqn. 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DNIQ(rINI 'SNIQIIfl M3 H O ' S3I:)NVdn:)00 E01 L861 't AEVONyr E211V 0311,WSnS SOIVI'Idd' J.IW2d 01 YDI'IddY) scVaNYJS YI1N3CIS3 -N0 NOUVESN30 Ct.OS stLng buildings, for which the original 7" permit application was made after .January 1. 3587, should have the Certificate of COmPl1CO available to allow comparing the design of proposed alterations. (no increase in conditioned space) or additions (conditioned space increased) with the original design assumed when the building was constructed, the alterations or additions must be consistent with the original design assumptions- The designer may choose to modify the original Certificate of Compliance by showing the modified design complies with the standards. The new Certificate of Compliance would govern any future modifications or additions. If the original Certificate of Compliance cannot be located then the entire building, including the proposed alterations or additions, must be shown to comply with the current standards. ii. Speculative buildings are defined as those buildings where the occupancy type is known at the time of building permit application, but the plans and specifications do not include design details about the lighting system and/or the final RVAC improvements. The lighting and/or final RVAC improvements are to be made by the tenants on a space-by- space basis as the building is leased. At the time of the original building permit, assumptions regarding future lighting and 8VAC improvements must be made to determine if the building will comply with the standards. This is especially important with the performance approach. When the ortoinal plans for a speculative building are submitted to the enforcement agency. the Certificate of Compliance should specify the assumptions required about future building improvements. When using the prescriptive approach, the Certificate of Compliance should specify the alteroative component package used to show compliance at the time of the initial permit application. This fam* package would be applied to any utore work that is performed on the building, unless compliance is redemom- strated for the whole building at the time of the future work. A. Shell buildings are defined as those struc- tures where the ultimate occupancy of the building is not known when the original building permit application is filed. The structure, for example could eventually be used as an office, warehouse, restaurant or retail space, depending on market demand. This means that the building could be covered by the first generation nonresidential energy standards or the second. To address this potential problem, it Is recommended that multiple compliance documentation be submitted for shell buildings. Multiple documentation ensures that the structure will comply with whatever energy conservation standards are applicable to the eventual occupancy type. Subsequent permit applications for completion of the building should also be submitted with multiple documentation unless the occupancy has been clearly identified and falls within a single set of standards. Future changes of occupancy would require documentation that verifies satisfaction Of the appropriate set of standards. As with speculative buildings, a Certificate of Compliance would be submitted to document assumptions made about future building improvements. In the case of shell buildings. multiple Certificates of Compliance may be required along with multiple documentation. It is also suggested that performance calculations, which specify less than 1.4 Watts/sf be accepted only when the designer can demonstrate a capability to construct a building with lighting loads of the proposed level. Also air conditioning units with an SECR greater than 10 should be accepted only when there is documentation of at least two available brands meeting the proposed requirements. I. Mixed use buildings must comply with ( the specific standards pertinent to the various occupancies with the building. If mixed use building design has a single predominant occupancy with other smaller subordinate occupancies the building need only most the provisions of the predominant occupancy so long as: the subordinate occupancies total less than 1,000 square feet and are less than 30 percent of the total conditioned floor area or the subordinate occupancies constitute less than 10 percent of the total conditioned floor area. When one at the above exceptions do not apply, either the prescriptive or performance approach may be applied according to the following guidelines: With the prescriptive approach, each occupancy must be analyzed and shown to comply separately. The appropriate compliance documentation should be completed for each occupancy. No trade- offs are allowed between occupancies under this approach. With the performance approach, the occupanci.s may be analyzed together or separately, depending on special circumstances. It is generally necessary to analyze the occupan- cies separately when they are covered by different standards. Fe: instance low- rise residential and office space within the same building would have to be analyzed separately since they are covered by two separate standards, each with its own approved calculation methods, operating assumptions, etc. If retail and office were together In the same building, it would be possible to analyse both occupancies together since they are covered by the sane standard. When occupancies are analysed together, there may be tradeoffs between occupancies: otherwise, tradeoffs are not possible. Processing for fast-track processing is a mechanism established through cooperation between the developer and the local urisdid- tion to speed development review time and to facilitate the ability to apply for and receive approval for permits in stages. The enforcement issue with fast-tract buildings is such the sane as for speculative buildings. Assumptions must be made early on about lighting and/or NVAC designs that have not yet been drawn up. The problem is slightly less complicated since fast- track buildings are often carried to completion by the sane design/developer team. Since the issues are similar, the recommendations for shell and speculative buildings would generally apply. / TITLE 24 HANDICAPPED ACCESS CORRECTION LIST a- /4lft ,p/3 R-P F6. C Na. Item numbers cirekd bclo%t' are required for this project. See Title 24 2.liob.11. Circled items do not apply to floors which are not required to be han. dicappcd accessible. S References to section numbers with prcfix "2" are to Title 24, Part 2 (State Building Code), 1985 Edition. Prefix •3" is for Part 3 (State Electrical Code). Prefix 75' is for Part 5 (State Plumbing Code). Exemptions claimed for any !Se:n shall be requested in writing and shall include all data needed to determine "unreasonable hardshi,," as described in Section 2.422. SITE DEVELOPMENT HANDICAPPED PARKINC SPACES ?DVI rcr Sec_A-ppr'eved Parking Plan for layout. (Fig. 2.71.1) Provide handicapped spaces. (2.7102a) Space shall be so located that handicapped persons are not com- pelled to wheel or walk behind parked cars other than their own. (2.7102c) G Parking space shall be a minimum of 9 ft. x 18 ft. with adjacent 5 It. loading zone. Double space shall be 23 It. wide'. (2.7102b. Fig. 2.71.1) Maximum slope of parking surface in any direction shall not ex- ceed /i • per foot. (2.7102d) Parking space(s) shall be identified with the International Sym- bol of Accessibility on reflectorized sign affixed to post or wall, and also duplicated on parking surface (symbol to be 36" x 36'). (2.7102e). Entrance to parking facility or structure shall also have durable metal sign stating that unauthorized vehicle(s) parking in ban. dicapped space(s) may be subject to tow-away. (2.7102e) Entrance to and vertical clearance within accessible level of park- ing structure shall be 8 ft. 2 in. to any structural member, duct or pipe. (2-71021) () CURB RAMPS ()Curb ramps shall be located wherever pedestrian path crosses curb. (2.7103a) Curb ramp shall be 48" min. width (2.7103b) with maximum slope of 1 in 12. (2.7103c) (,) A level 48" mm. depth landing is required at top of curb ramp over entire curb ramp width. (2.7103d) () If no landing is provided, the slope of flared sides shall not ex- ceed 1 in 12. (2.7103d) () Surface is to be slip resistant. (2.71031) () Border markings shall belT' wide of %"x Wgrooves, %apart, located at top and sides. (2.7103h) WALKS Site development and grading shall be designed to provide ac- cess to primary entrances and access to normal paths of travel and where necessary to provide access shall incorporate pedestrian ramps, curb ramps. etc. (2-71012) () Walks sloping greater than 5 '. (1 In 20) must comply with ramp requirements of sect. 2.3307. (2.3325c' Walk width shall be 48' minimum. (2.3325a) () The maximum cross slope shall not exceed Vs" per foot. (2.3325a.3) Cratings are not allowed whenever possible. (2.3325b) At each gate or door a 60" x 60" level area is required when the gate swings toward the walk. (2.3325e) A 24" clear space is required at strike side of gate or dour. (2.3325e. Fig. 2.33.2) A 48" x 44 deep level area is required when the gate swings away from the walk, (2-3325e) 4. PEDESTRIAN RAMPS A path of travel with a slope greater than 1 in 20 shall be con- sidered a ramp. (2.3307a) The maximum slope shall be I in 12. (2.3307c) The width shall be 48" minimum. (2.3307b-3) 4 A'60-. intermediate landing Is required at maximum elevation change of 30" and 72" landing at each change of direction (over 30°). (2.3307d.1) 14' Landings are required at top and bottom of ramps. (2.2307d.1) X Bottom landing shall be minimum of 72" in the ilizcction of travel. (Fig. 2.33.IIA) Top landing shall be 60" x 60" minimum. (2.3307d.2) .41 When door swings onto top landing. m innnum depth of landing required is door width plus 42'. (Fig. 2.33.1 IA) Top landing shall have 60" min. width when door swings onto the landing, with 24" on strike side of door at exterior ramp, or 18" at interior ramp. (2.3307d.4) Ramp handrai!s are required on each side of ramp, when slope exceeds 1 in IS. (2.3307e) )r Ramp handrails shall be continuous, located 30".34" in height above ramp sirface, with 12" extensions beyond top and bot- tom, and the ends returned. (2.3307e) k Handrails shall be 1-1/4- to 2 cross section, spaced min. of 1-V5 from wall. (2-3307e) A 2" high curb or wheel guide rail centered 3" plus/minus 1- above ramp surface is required on both sides where not other- wise bounded by walls when the ramp exceeds 10 feet in length. (2.330Th) SPECIAL ACCESS LIFTS p."Liftz may be provided between levels. In lieu of elevator, when the vertical distance between landings, structural elevator, struc- tural design and safeguards areas allowed by the State of Califor- nia, Dept. of Industrial Relations, Div. of Occupational Safety and Health. (2.5106a) DA 2/4/88 6. HAZARDS G provide 80" headroom from walkway surface to any overhang. Ing obstruction. (2-3326b) Headroom of 80" minimum shall be maintained For walks, cor ridors, aisles, etc. (2-5221.2) Protruding objects with leading edges between 27" and 80" above finished floor shall not protrude more than 4" into walks, cor ridors, etc. (2.5221.1, Fig. 2.5.7) Objects with protruding edges below 27" above Finished floor may protrude any amount. (2.5221.1) () Free standing objects mounted on posts between 27" and SO" above the floor may project a maximum of 12". (2-3221.1) Abrupt changes in level exceeding 4" adjacent to walks, except between walks and adjacent streets or drives, shall be identified by 6" high warning curbs above walk surface. (2'33262) ENTRANCES AND CIRCULATION () ENTRANCES. DOORS. VESTIBULES AND CORRIDORS () All primary entrances to buildings shall be accessible to the han- dicapped. (2.33011) All required exit doors shall have 32" clear opening at 900 (36" door). (2-3304e.l) At least one of a pair of doors shall meet the mitt. 32" clear en- trance width requirement. (2-3304e.3) () Threshold shalt be no higher than V:" above the floor. Edge to be beveled with a slope no greater than I in 2, if more than W'. (2-3304h-1. Fig. 2.33.5) ()Exterior level landing may slope up to V4" per foot in any direc- tion for surface drainage. (2-413) Door hardware shall be of the lever or push type, mounted 30" to 44" above the floor and be operable with a max. effort of 8.5 lbs. for exterior doors and 5 lbs. for interior doors. (2.3304c.3, 2.33041.2) (9 The lower 10" of the door shall be of smooth, plane surface (no recess or trap) except at automatic and sliding doors. (2.3304m) Building entrance(s) shall be identified by sign with the Inter- national Symbol of Accessibility. Show location on the plan. (2.522b.7) The symbol shall be a white figure on blue background. (2.522b.2) / At turnstile, provide an access gate, 32' clear width opening. within 30 feet of turnstile. (2.3304n) There shall be a clear area on each side of door. 60" deep in direc- tion of door swing and 44' deep In opposite direction of door swing. (2.3304h.2) Width of clear area on the swing side of the door shall extend 24" past strike jamb for exterior doors and 18" past strike jamb for interior doors. (2.3304h-2) )( The space-between two consecutive doors (vestibule) shall pro. vide a mitt, of 48" clear depth between the open door and a se- cond closed door. (2.3304h-2D. Fig. 2.33.5A) Doors In a series at a vestibule shall swing in the same direction, or away from the space between them. (2.3304h.2D) Corridors shall be 44" minimum in width-or as required by oc- cupant load. (2.3305b-1) For corridors over 200 feet long, see special requirements of Sec. 2.3305b.2. (Fig. 2.33-6) FLOORS floors of a given story.shall be a common level throughout or shall be connected by pedestrian ramps, passenger elevators, or special access lifts. (2.522e) 11011-, STAIRWAYS - Treads shall have smooth, rounded exposed edges and be slip resis- tant. (2.3306s.1) Nosing shall not project more than IV:" past face of the riser below. (2.33063.2) Risers shall be sufficiently solid. (2.3306s.3) .d" The upper approach and lower tread of each flight of stairs shall be marked with a contrasting colored strip 2" in width, (2-3306r) ,< On exterior stairs, each tread shall be marked as noted above. (2.3306r) X Handrails are required on each side of stairway. (2.3306j.2) Handrails sCail be located 30" to 34" above nosing, extend 12" beyond to'p riser and 12" plus tread width beyond bottom nos. ing and returned to wall/newel post. (2-33061.2) ,w( Handrails shall be 11/4 — to 2" in gripping cross section and I Is" clear of wall. (2.3306j.2) ELEVATORS' Al See Chapter 51 of USC for ear size. 1W Passenger elevators in buildings other than those listed in Chapter 51 of UBC servihpn occupant load of more than 50 shall have a car size 68" wide by 51" deep with a mm. clear opening width of 36". (2-5103m-2B1) ,e< Passenger elevators in buildings other than those listed in Chapter 51 of USC servine an occupant load of 50 or less shall have a car size 0154'wide bys'r deep with a minimuin clear opening width of 32", (2.5103m.202, 3) / Raised Braille marking and Arabic numerals are required on con- trol buttons and door jambs. (2-5103m) SANITARY FACILITIES @)TOILET FACILITIES ACCESS When located on aectible floors, sanitary facilities shall be made accessible to physically handicapped. (2.511a.3) Doorways shall have 32" minimum clear width, (2'511a.5A) There shall be a level area with 60" clear depth in the direction of the door swing, and a level area with 44" clear depth. in op- posite direction of door swing. (2.511a.55) 12. MULTIPLE ACCOMODA'rION TOILET FACILITIES Provide clear area 60" diameter x27" high . or clear space 56-x 63" x 27" high. (2'511a.6A) .b'. Doors (other than handicap compartment) are not to encroach more than 12" into above mentioned clear space. (2.5112.6A) Provide 28" clear space between water closet and fixture or 32" clear space between water closet and wall. (2'511a.6B) A 48" long clear space is required in front of water closet. A 60" clear space is required when the toilet compartment has a side door. (2-511a.68) Water closet compartment door to provide 32" clear width for end entry and 34" clear width for side entry. Door to be self. closing and swing out. (2.51 la-6C), DA 2/4/88 )/SINCLE ACCOMODATION TOILET FACILITIES Water closet shall be located 28" from a fixture or 32" from a wall. (2.5)1a.7, Fig. 2.5.1A) Minimum clear space in front of water closet shall be 48". (2-511a.7, Fig. 2.5-IA) In an existing building, a single accommodation toilet facility may have a space 36" wide x 48" long in front of water closet. (2.511a.7. Fig. 2.5.1C) 1, p(CRAB BARS AT WATER CLOSET One at side 42" long extending 24" in front of water closet: one at rear 36" long centered on water closet; both mounted 33" above floor. (2-511a-SA) Bars shall be 1s" to 1%" in diameter with 1¼" clearance to wall. (2.511a.SB) Bar fasteners and mounting support shall be able to withstand 250 lbs./ft. in bending, shear and tension. (2.5112.8C) WATER CLOSET () Height of water closet seat shall be IT' to 19 above floor. (5.1502) b. The force required t activate the flush valve shall be 5 lbs. max- imum. (5.1502) 16. URINALS Where urinals are provided, the rim of at least one shall project 14" from the wall and be located 17" maximum above floor. (5.1503a) () The force required to activate the flush valve shall be 5 lbs. max- imum and located 44 maximum above floor. (5.1503b) , Provide 30' x 48" clear floor space for forward approach. (2-511b.4) (1) LAVATORIES a. Provide 30" x 48" clear floor space for forward approach. Said clear floor space may include knee and toe space under lavatory described below. (2.511b.IA) ( Provide clear space beneath lavatories 29" high by 30" wide by 8 deep (knee space) and 9" high from the floor by 30" wide by 17" deep from front of lavatory (toe space). (5.15042) () Hot water and drain pipes under lavatories shall be Insulated. (5.1504b) Faucet controls and operating mechanism (operable with one hand) shall be of the type not requiring tight grasping. pinching or twisting of the wrist and an operating force not exceeding 5 lbs. (5.I504c) () Self.clnsing valves to remain open for at least 10 seconds. (5.1504c) G TOILET ROOM ACCESSORIES /'Mirror bottom edge shall be located 40" maximum above floor. (2-511 b. 1B) Toilet tissue dispensers shall be mounted within 12" from the front edge of toilet seat. (2.51 Lb-3. Fig. 2.5.1A) Operating parts of dispensing and disposal fixtures (towels, waste. coin slots, etc.) shall be within 40" of floor. (2.511b.2) 3 SANiTARY FACILITIES IDENTIflCATION 0 On doorways leading to sanitary facilities the symbols to be pro. vided are 12" Equilateral Triangle for men. 12" Diameter Cir. dc for women, and I/i" thick, ccntcrcd on door. 60" high eon. tra.sting color. (2.51la.5C) p'BATHINC FACILITIES One such facility shall comply when provided for the public. clients or employees. (2.511a.9) Y. Shower compartment shall be 42" wide, 48" deep, with a 36" wide entrance. (2.51 la.9A1) Note on the plans that the handicappped bathing facilities shall conform to requirements of Sect. 2.5lla.9, 5.1505-B and 5.1506. GENERAL REQUIREMENTS 3 DRINKING FOUNTAIN The, alcove in which the water fountain is located shall be not less than 32" wide by 18 deep. (2511e, Fig. 2.5.3) Note on the plans that drinking fountain shall conform to re- quirements of Sec. 2.511c and 5-1507. 3 PUBLIC TELEPHONE i1 pov!2Er Provide space 30-'x 45" for forward or parallel approach to telephone. (2.511d2) Note on the plans that public telephones shall conform to re- quirements of See. 2.511d. GELECTRICAL REQUIREMENTS is, 20 and 30 amp. receptacle outlets shall be installed not less G than 12" above floor. (3'210.50e) Center of switch shall be located not less than 36" nor more than 48" above the floor. (3.380.8c) GROUP A OCCUPANCY REQUIREMENTS y 'AUDITO RIUMS. ASSEMBLY HALLS, THEATERS. ETC. Seating and toilet facilities for the handicapped shall be accessi- ble from the main lobby or primary entrance. (2.611b.1) This structure requires wheelchair seating spaces. (2.61 lb-1A1) Each wheelchair space shall be 60" x 30" and level. (2.61 lb-1A2)' 4. When the seating capacity exceeds 300. the wheelchair spaces shall be In more than one location. (2.611b.1A2) ,v( This structure requires seats for semi-ambulant per. sons. Clear leg space shall be at least 24". (2.611b.1B) Stages, enclosed and unenclosed platforms, orchestra pits, ticket booths, and refreshment sales facilities shall be made accessible. (2.611b. 2, 3) DA 2/4/88 STADIUMS. GRANDSTANDS, BLEACHERS. PAVILIONS. " GYMNASIUMS This facility requires wheelchair seating spaces. (2-611 c- 1) When the scaling capacity exceeds 300. the wheelchair spaces shall be in more than one location. (2.611b.IA2) Ticket booths must be accessible from both sides. (2-61 lc-2) 7' Participation areas such as ball courts, exercise rooms, tracks and clubrooms must be accessible. (2.611c.3,4) A'l Spectator and participant sanitary and locker facilities must con- form to the requirements of Chapter 2-5. (2.611c5) DININC. BANQUET AND BAR FACILITIES it. Access shall be provided at primary entrances. (2.611d.I) b Wheelchair access shall be provided to all areas where each type of functional activity occurs. (2.611d.2) (') This facility requires 9 wheelchair seating spaces. (2.611d.3) The ratio of removable seating arranged to permit use by wheelchair occupants is I per 20 and based upon the total number of seats provided. (2.61 Id-3) At least one wheelchair seating space shall be provided for each dining, banquet and bar area. (2.61 Id-3) Access to wheelchair seating spaces shall be provided by 36' minimum clear width main aisles. (2.611d.3) Cafeteria line aisles shall be a minimum of 38" clear width. )2.611d.4) Access to food preparation areas shall comply with provisions for entrance doors and doorways contained in Sect. 2.3304. (2.611d.6) (i) Restrooms and power rooms shall conform to the requirements In Sect. 2.511. (2.611d.5) RELIGIOUS FACILITIES ,/'Sanctuary areas shall be accessible. (2-611 el) .w:' Provide ___________ wheelchair seating spaces in the sanctuary. Use Section 2-61lb.IA. (2.611b-IA) / Provide wheelchair access to raised platforms, choir rooms, choir lofts, performing areas and other similar areas. (2.61 le-1B) Assembly area shall be made accessible. (2.611e.2) Enclosed and unenclosed platforms and stages in assembly areas shall be made accessible. (2.611e.2) ,K Classrooms and offices shall have entry doors that conform to Chapter 33. (2.611e3) Sanitary facilities shall conform to the requirements of Chapter 2.5. (2-611 e-4) GROUP B OCCUPANCY REQUIREMENTS Group B occupancies used for assembly purposes but having an occupant load of less than 50 shall conform to all the requirements for Group A oc- cupancies covered in Section 2.611. (2.712d) BUSINESS AND PROFESSIONAL OFFICES. PERSONAL AND PUBLIC SERVICE FACILITIES 10, Client and visitor areas, office areas and related toilet rooms shall be made accessible. (2.712b.2A) /. Conferenci rooms, counseling rooms or cubicles and similar areas shall be made accessible. (2.712b.2B) .e" Employee work areas shall have a 35" minimum clear access. (2.712b.2C) y.'SALES FACILITIES t General sales, display and office areas together with related toilet rooms must be accessible. (2.712b.3A) Sales employee work stations shall be located on accessible levels. Employee work areas shall be accessible to employees in wheelchairs, and the customer side of sales or checkout stations shall be accessible. (2.7 12b.3B) This facility requires check stands accessible to the physically handicapped, based upon I for S checkstands or less, 2 for 9 or more. (2.712b.3C) Where quick check stands are provided, at least one shall be ac. cessible. (2.712b.3C) ,t Check stands shall be made accessible by providing a 36" aisle on the customer side of the stand. (2.712b.3C) Accessible check stands shall be identified by the Internatiunal Symbol of Accessibility and shall state. "This check stand.to be open at all times for disabled customers". (2-712b.3C) RETAIL GROCERY STORES (Requirements are stated in AB 179, effective July 1, 1984.) ,4" Toilet rooms must be provided for the public In stores contain. ing more than 20,000 sq. ft. of floor space. The toilet rooms for the public maybe the same as those provid. ed for the employees. ,. Separate facilities shall be provided for each sex. fr Handicapped requirements shall be satisfied. Doors shall be self closing. ,K Hand washing facilities shall be provided in or adjacent to toilet rooms and shall be equipped with hot and cold water. .g'' Hand washing detergent and sanitary towels or hot-air blowers shall be provided in permanently installed dispensing devices. ,P31' SHOPPING CART THEFT PREVENTION BARRIERS Public entrances and exits shall be accessible to and usable by the handicapped. (2.12b.3EI) Barriers shall provide a 32" clear width opening for handicap. peel ingress and egrec. (2.712b.3E2) Note on the plans that shopping cart theft prevention barriers shall comply with the requirements of Sect. 2.712b.3E, DA 2/4/88 FITTINC OR DRESSING BOOMS Where fitting/dressing rooms are provided for male or female customers, one for each type shall be usable by the physically handicapped. (2.712b.31) .1. Minimum dimension of room shall be 60"x 60". (2.712b.3F) p Bottom of the mirror shall be located within 20' of the floor. ' (2.712b.3F) 7. Height ot clothing hooks shall not be greater than 48" from the floor. (2.712b.3F) 37' POLICE DEPARTMENT, LAW ENFORCEMENT, FIRE DEPART- MENT FACILITIES AND COURTROOMS Office areas, conference rooms, classrooms, dispatch rooms and similar areas and related sanitary facilities shall be accessible, (2-7 1 2b.6A) Detention area visitor rooms shall be made accessible. (2.712b.68) . At least one detention cell facility with supporting sanitary , P4 facilities shall be made accessible, (2-712b-6C) - 7. Courtroom areas including judges' chambers and bench, counsel tables, jury box, witness stand and public seating areas shall be /4. made accessible. (2.712b.6D) FACTORIES Major or principal floor areas shall be made acible. (2-712c-2A) 3/. Office areas shall be made accessible. (2.712c.IB) j. Sanitary facilities serving the above shall be made accessible. (2.712c.1C) WAREHOUSES j. Warehousing areas which are located on the floor nearest grade shall be made accessible. (2.712c.2A) )f. Warehousing areas on other floors that are provided with access by level entry, ramp or elevator shall be made accessible. (2.71 2c.2A) Office areas shall be accessible. (2-712c.28) Sanitary facilities serving the above be made accessible. (2-712c.2C) CROUP B-i HOTEL, MOTEL AND DORMITORY OCCUPANCY REQyIREMENTS pli to privately and publicly Funded hotels, motels and dormitory buildings and complexes. (2-1213a) ,4" Provide guest room(s) or dormitory room(s) together with their sanitary facilities that are accessible to and usable by the physically handicapped. (2-1213a-1) Hotel, motel and dormitory bathrooms beyond those required in item "a" above need not comply with the provisions of Sec. 2-1213d provided all bathroom entrance doors have a clear open- ing width of 32 inches and are sliding or swing out from bathroom. (2-1213d Exception 1) Every entry, opening or passage door opening to any area must have a 32" mm. clear opening. (2-1213a.2) tie Public and common use rooms shall be made accessible, (2.4213a'3) p.? Recreational facilities including swimming pools shall comply I with Sections 2-611c and 2-1107a. (2.1213a-4) Bathroom entrance doorways shall have an 18" clear space to the side of the strike edge of the door on the swing side of the door. (2-1213d-1) When accommodations are provided with kitchen units, at least one and no less than one for every 25 of such accommodations provided, shall comply relative to accessible kitchen facilities with subsection 2-1213b.2.3,4. (2.1213a.5) ADDITIONS, ALTERATIONS AND REPAIRS TO EXISTING BUILDINGS. (2-llOb.11B4) The area of specific addition, alteration and/or repair, shall comply with the provisions of this Code. /. The primary entrance to the building and path of travel to the specific area shall be accessible to the handicapped persons. / Restrooms, water fountains, and public telephones which serve said specific area shall be accessible to handicapped persons. q/ Information regarding handicapped accessiblity shall be posted f In lobby per Sec. 2.522b-8 DA 2/4/88 TITLE 24 MANDATORY REQUIREMENTS (To be noted on plans or specifications) HVAC Controls Sec. 2-5315. (a) Each HVAC system shall: Be equipped with at least one automatic device for reducing HVAC energy use during periods of nonuse or alternate uses of the building spaces or zones served by the system; Be able to maintain space temperature set points from 55°F to 85°F. Two or more replaceable fixed set-point devices shall be permitted if. installed so as to maintain space temperature set points in the zone that they control; 13e able to provide, sequential temperature control of heating and cooling capacity in each zone, if both heating and cooling are provided; Provide a range of temperatures up to 10°F in which no heating or cooling is provided to the space, if the HVAC.system has both heating and cooling capability,- Be able to terminate all heating at 70°F or less; and Be able to terminate all cooling, at 78°F or more. EXCEPTION: Multiple zone HVAC syterns requiring concurrent operation of independent heating and cooling systems need not comply with.Section 2-5315(a) 4, 2-5315 (a)5, and 2-5315(a)6. (b) Zoning. Each zone shall, be provided with at least one of the devices specified in subsection (a) to control the HVAC system which serves the zone. Each floor of a building with conditioned space shall contain at least one zone. Ventilation Systems Sec. 2-5316. On mechanical ventilation supply and exhaust systems capable of moving more than 5,000'cfm of air, auto- matic dampers interlocked and closed on fan shut- down shall be provided. On gravity ventilating systems, either automatic or readily accessible manually operated dampers in all openings to the outside, other than combustion air openings, shall be provided. Doors and Windows Section 2-5317. (a) Doors and windows betw ditioned spaces, such central forced air gas for combustion, shall leakage into or from t een conditioned and, uncon- as garages and closets for furnaces using outside air be designed to limit air he building envelope. Control Devices for Indoor Lighting Sec. 2-5319. Controls for lighting loads within the building envelope shall meet each of the following re- quirements. Each area enclosed by ceiling-height partitions shall have independent control of the lighting within that area. Each area enclosed by ceiling-height partitions shall have at least one readily accessible manually operated switching device to control lighting within the area. For lighting controls, "readily accessible" means located so that a person using the device can see the controlled lights or the area being lit. Switching devices in addition to, but not instead of, the required readily accessible manually operated switching devices shall also be permitted. The general lighting of any area 100 square feet or larger in which the connected lighting load equals or exceeds 1.0 watt per square foot throughout the entire area shall be controlled so that the load may be reduced by at least one-half while maintain- inga reasonably uniform level of illumination throughout the area. Readily accessible switches, that control each luminaire in a space with more than one luminaire, or that control each lamp in a space independently meet the requirements of this section. In all areas where effective use may be made of natural light, lighting circuiting shall be arranged so that units, in all portions of the area where natural light is available at the same time, are switched independently of the remainder of the area. Occupant Operating and Maintenance Information to be Provided by Builder The builder shall provide the building owner, manager, and the original occupants a list of the heating, cooling, water heating, and lighting systems and features, materials, components, and mechanical devices conservation or solar devices installed in the building, and instructions on how to use them efficiently. The instructions shall be con- sistent with specifications set forth by the Executive Director. Water Heaters and Plumbing Fixtures Water heaters, showerheads, lavatory faucets and sink faucets must be certified by the California Energy Commission (Excluding: waterheaters of the non-storage electric type and lavatories in public facilities -having devices that limit the flow of hot water or have self-closing faucets or having devices that limit the outlet temperature to a maximum of 110°F) Section 2-5314, Table 2-53G. Dáte_____ Jurisdiction Prepared byt Bldg. Dept. VALUATION AND PLAN CHECK FEE 0 Esgil' PLAN CHECK NO. f— 709 BUILDING ADDRESS - APPLICANT/CONTACT Kei1,J -14-Si. PHONE NO./3 7- 45Z.... BUILDING OCCUPANCY - - DESIGNER PHONE_____________ TYPE OF CONSTRUCTION V-A/ CONTRACTOR PHONE___________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE 57 ,00 Air Conditioning Commercial . • ______________ Residential Res. or Comm. Fire Sprinklers Total Value /o o Building Permit Fee. $ s / 78 OZ Plan Check Fee $ $ zc. 7 COMMENTS; SHEET OF1 12/87 1110 W w - - - M ( CD p El 0 /00 ENGINEERING CHECKLIST Date: . LEGEND Plan Check N. O96 Project Address: 0 Project Name:7,y Field Check Date: 1,2,3 By:. LEGAL REQUIREMENTS Site Plan 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, , existing and proposed structures, 'streets, existing ' street improvements, right-of-way width and dimensioned setbacks. 2. Show on 'Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical, lines, ,existing and 'proposed slopes, driveway and percent (%) grade and drainage patterns. 1. Provide legal description of property.' . 4 Provide assessor's parcel number Item Complete Item Incomplete - Needs Your Action Number in circle indicates plancheck number that deficiency was identified PERMITS' REQUIRED Grading 5. Grading permit required.' (Separate submittal to Engineering Department required for Grading. Permit). 6. Grading plans in plan check PE___________ 7. Need the following completed prior, to building permi.t issuance: A. Grading plans signed. ' .B. Grading permit issued. Grading completèd Certification letter and compaction reports submitted. Grading inspected and permit signed off by City Inspector. 8. Right-of-Way Permit required for work in public right-of-way (e.g... driveway' approach, sidewalk, connection to water' main, etc).' .9. Industrial Waste Permi,t application required. To be filled' out completely and returned to Development Processing. PLANNING CHECKLIST S -* Plan Check No o9O ,6'/ Address Type of Project and Use 7y 1Opj Zone Use Allowed' YES EX NO Setback: Front Side Rear Facilities Management Zone 1 School District San Dieguito Encinitas Carlsbad _____ San Marcos 0 E]D Discretionary Action Required YES NO Type 0 0 Environmental Required YES NO - Landscape Plan Required YES • NO 2<. Comments - 0 • S 0 Coastal Permit Required YES NO Additional Comments ,'Ae Oeis LRs S 7 /9g25ôi/ 8'CX k'5t'6' /iL 15 'S S - V . 0 - OK TO ISSUE DATE ENGINEERING CHECKLIST LEGEND Date: 7-22-8R . /' Item Complete Plan Check No. 6809b9 Project Address: ,'J/_jl7,9av_A0, Item 0 Your Actio . n Incomplete - Needs Project Name: 7v' -S7q7 FieldCheck Date: 1,2,3 Number in circle indicates plancheck By: number that deficiency was identified LEGAL REQUIREMENTS Site Plan . 1. Provide a. fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. 2.. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns. 3. Provide legal description of property. 4. Provide assessor's parcel number. PERMITS REQUIRED Grading . . 5. Grading permit required. (Separate submittal to Engineering Department required for Grading Permit). 6. Grading plans in plan check PE . 7. Need the following completed prior to building permit issuance: A; Grading plans signed. Grading permit issued. Grading completed. Certification letter and compaction reports submitted. Grading inspected and permit signed off by City Inspector. 8. Right-of-Way Permit required for work in' public right-of-way (e.g., driveway approach, sidewalk, connection to water main, etc). ' 9. Industrial Waste Permit application required. To be filled •out completely and returned to Development Processing. . FEES REQUIRED 10. Park-in-Lieu fees required. Quadrant: - , Fee Per Unit: Total Fee: 11 "Traffic . impact fee required. ,q \ Fee Per Unit: -. , Total Fee: - 12. Bridge and Thoroughfare fee required. - Fee Per Unit: - , Total Fee: 13. Public facilities fee required. 6 0 1. r'[] Facilities management fee required. Fee:4MI-a4a Additional EDU's required: 23.81 / - Sewer connection fee:/2 72 Sewer permit no. 3278 0., 0 Sewer lateral required: REMARKS 0. K. to issue: Date: If you have any questi ns about any of the above items identified on this plan. check, please call the Development. Processing Department at 438-1161. -4 C) U C) - 4-' - • 4 -4. PLANNING CHECKLIST • .' M 00 - Plan Check No. 8O 1 Address . . . Type of Project and Use 7vy j€Ofrllc?5 zdne —2 —Q Use Allowed? YES NO - rn Setback:' Front O:' -Side t3K Rear 0/<' • 0. . Facilities Management Zone 1 * School District: San. Dieguito Encinitas / Carlsbad San Marcos LI piscretionary Action Required • YES NO • Type 5PiB EM"D fl -Environmental Required YES NO X / 12/0 0 Landscape Plan Required YES NO I Comments J / ( 0 LI Coatal Permit Required YES NO LI LI fl ( Additkrnal Comments - -__ / 1 1' I f r / - • / ••- -• • -. 0 • 1 / -• -. ni I .•-0 __I I OK TO I DATE/7/ Etitp of (Etar1bab FIRE DEPARTMENT PLAN CHECK REPORT 2560 ORION WAY CARLSBAD, CA 92008 TELEPHONE (619) 931-2121 PAGE 1 OF APPROVED DISAPPROVED PLAN CHECK# PROJECT /61V ADDRESS /?i4' 4A/,&i R(. ARCHITECT 4,AiT/Aui= ADDRESS Lts AAS PHONE '3R-05 OWNER K• d. ?-4ml--K.s ADDRESS G-)AL PHONE -I 2739?v OCCUPANCY A 3 CONST. 1 TOTAL SQ. FT. 5200 STORIES #L/ SPRINKLERED 0 TENANT IMP. APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of: floor plan(s); site plan; sheets Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. - 3. Provide specifications for the following: 4. Permits are required for the installation of all fire protection systems (sprinklers, stand pipesdrychernicäl halon,. G02, alarms, hydrants). Plan must be approved by the fire department prior to installation. - 5. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT 6. The following fire protection systems are required: O Automatic fire sprinklers (Design Criteria: 'lDry Chemical, Halon,CO2(Locàtion: L) / ,)c.i (7 O Stand Pipes (Type: Fire Alarm (Type/Location: . Fire Extinguisher Requirements: lJ One 2A rated ABC extinguisher for each (io D sq. ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. —.tAnxtinguisherwithaminimumratingof 1-/O /3 tobelocated: JA./ k,7( 1't - 0 Other: Additional fire hydrant(s) shall be provided EXITS_J- Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. A sign stating, "This door to remain unlocked during business hours" shall be placed above the main exit and doors EXIT signs (6" x 3/4" letters) shall.be placed over all required exits and directional signs located as necessary to clearly indicate the location of, exit doors. GENERAL __12. Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. _13. Building(s) not approved for high piled combUstible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. Additional Requirements. .0 / ô't , K S l ) ) / ' - i c L1 t I,( t:• J,,e. / (EAJT /?E/ci( ZOn ,, Lo (A I3-I3 15. Comply with regulations on attached sheet(s). Plan Examiner _K)CC Date___13 ______________ Report mailed to architect Met with _____ Attach to Plans .- CARLSBAD FIRE DEPARTMENT PAGE 2 OF 2 PLAN CHECK REPORT PROJECT 7V,5r/ /M,4c PLAN CHECK ii t47p- 961? 1 1 . Drapes and other decorative materials shall be flame retardant. Certification thereof shall be provided.:. Exits, exit lights, fire alarm stations, hose cabinets and extinguisher locations shall not be concealed by decorative material. Interior finish shall conform with Title24 California Administrative Code regulations. . . Fireplaces and other appliances employing open flames shall have metallic guards. Loose chairs exceeding 299 shall be bonded together in groups of 3 or more. Storage and janitor closets shall be of one-hour construction with all openings protected with 3/4 hour self closing and latching assemblies.. An approved fire alarm or two-way communication system.shall be provided per Title 24, California Administrative Code. An occupant capacity sign, with minimum one inch letters and numbers, shall be posted near main exit ( /, . square feet per person). Exi.t doors shall be openable from the inside without the use of a key cr any special knowledge or effort. . . A "THIS DOOR MUST REMAIN. UNLOCKED WHENEVER THE PUBLIC IS PRESENT" sign, with minimum one inch letters, shall be provided adjacent to main exit door / "EXIT" signs shall be in block letters minimum 6 inches high. Luminanceon face of sign shall be 50 lux. "EXIT" signs shall be electrically illuminated nd energized from separate circuits. Show on electrical plan(s). One of the above circuits shall be part of the emergency lighting system. 26 An "EXiT" s1giishaiib and directional signs located Show locations on floor plan(s). Approved panic hardware shall be provided on exit doors .3 Show on door schedule. Corridor _..shall be of one-hour constrution with door open- ings protected with 20 minute self closing and latching assemblies. An additional exit door shall be provided in . .. ____per Uniform Building Code, Chapter 33. . . Plan Examiner Date -r Environmental Health Services 5201 Ruffin Rd., Suite C-0564 San Diego, CA 92123 (619) 565-5173 PLAN CORRECTION SHEET OFFICE USE ONLY Intake Date Act. Code5 Lsrn, CT/72' City/County Code g Route Code co Field PC Staff Plan Check #E EST. NAME A-,i ,&/. EST. TYPE Iuo SITE ADDRESS Ji?J CITY ZIP OWNER/BUILDER. .A" /9 i,'ip'c.. PHONE MAILING ADDRESS Jj,, CITY ZIP c GENERAL CONTRACTOR PHONE START DATE ______ (Mo/Yr) P/U CONTACT • • /i c PHONE ('/j PLANS OISAPPROVED PLAN CHECKER /(i44 .1/' 4/iL' DATE (CifEle One) • • (Signature) 7 / Est. RE CHECK FEE REQUIRED: $__________ Time RECHECK APPOINTMENT. DATE 5CI3'c 11 County of San Diego DHS:EHS-886 (5/88) Department of Health Services r LOW,'EILZER AND ASSOCIATES I date Wa ConsultingStructural Engineers project (2 1726 Manhattan Beach Blvd.. Suite E Manhattan Beach, CA 90266 job no. 2oo STRUCTURAL C ALCULAT1011"JUS TONY ROM.AS RESTAURANT,. : NORTH COUNTY PLAZA CARLSBAD CA 2 51 CTU OF ~Al ti ¶LIL LE camsummo $ThUCTUI&AL IIJEIE 1I71 MAt*iIATTAI$ 1!ACII BLVD. SURTIE IE M1NATTAN iI!1Cll-ll. CA: 90166, OW, FEILZER AND ASSOCIATES onsulting Structural Engineers project Ti2 AJY 7' ()f"1 AS date B - ?6 Manhattan Beach Blvd., Suite K A job no. 2 Oo Manhattan Beach, CA 90266 (213)372-8470 ROOF LOADS r1fflNsUD. RF. PLY 3 FR n' -3 - 24 LL. lb. - HO - :FLRT ROOF. •1FGB RLOW, FE!LZER AND ASSOCIATES Consulting Stn.ictural Engineers project 7)0/ ' R 0 ri A date g 1726 Manhattan Beach BWd., Suite K Manhattan Beach, CA 90266 cII\ ( 4 I (213) 372-8470 job no. (R2 D. 5PAN = SPBN : 15 Ra W --HOd33 :5H 1RZ R, :52? R: 522. R, : fl : 399. II 15 19 S : 239 12 1 511 12 :9 I55DxI.25 I550L25.• 5 x522 : b59. A I5x H05 5lI 95xI5 S. I 5xI.25 Ck DePLtion A - IxI I 5 5i.12 . 5 V 3Lj IJxIO6x Ckec be ppectioh . ao. I - 5xHx(l5I1Z -9•2 r Hxl.1lObxOi •- [S S S pg. I FC ' :3E o13d.bxlpb :2033 (LU)Z P : Hx 4200 : MOO A P : MOO = MG9 FC 2O33 . N.. L I412 :.55>2b 5.5 Lc C FC ' : Oxi,6xIob :5H (1O.5b)2 32•5 . * 51H . ARLOW, FEILZER ANDASSOCIATES Consulting Structural Engineers project 712 ii Y Ru M A date 6 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 : job no. 6 6'2O (213) 372-8470 Cfp BEiD Ci'ip POST) SPAN -21 H' :HOxI5:bOU 21 L.IHa : 2 10 . . fEFc _ Q. R2 :?UO K 61l M lbb. LbxIO : IoO 20-52 I35 0 x l25 A -1;5k200 5x 1.25 Cc bePcton A. 21x12.—I.05 PP io e9. = I 616 x S :.3O (I)2 I :. 5 I1 :O2ZS - HAI.SIObx .05 LISP B H DFLI b N 8 DF pg.3 CR3D SPAN : FProo: 53 P : cfo Prom -: (00 P t L) H05 t I9 =59 0 :IUH1 M:215B S 215x 12 165.0x 1.25 T IO1 = I.22 ' (-25 TARLOW, FE!LZER moASSOCIATES -r—i-i WI c Consulting Struclural Engineers project ' i-'i'-' 1 i) date 1726 Manhattan Beach Blvd., Suite K , C.' ( Manhattan Beach, CA 90266 '_c S job no. 6 621W (213)372-8470 - - SPAN :11 :FPtrooP:5g (7 _I P i -1e recIi .on (0V1 5rAI rooP:HO513:5HO P2 , = 113 R:55 II :2b31 S 2 S31 I :I5• 165 tl;5 A: 1.5 x 10 93 95I.25 Check bePPectioy . CliecJ bePecto. 0 I5l2_0.9a5 0 - I1I2 LQ : 2156x .b5 b1x g =1 (. 52 5 x 13(I1) 0 21 9 lxlO 7 x 95 1 38HI 1 xlObx US USE ? r USI 22 - Lup2i, -- 1). pg. C64 DePectiopi 1 .9-5d2 -095 :2LfO - 3165x' :1 e L Hxr.xIO 55 LB TARLOW, FEILZER AND ASSOCIATES Consulting Structural Engineers project 77) /t) V R (') 11 S date g 1726 Manhattan Beach Blvd., Suite K - b job no. Manhattan Beach, CA 90266 (213)372-8470 CkeCk F?4 une H ip SPON :11 L1 :FPt rooP:5 F :The r'cictio Prim Hip'--2100 . :DqPP:I5 :120 R, :3059 R:B11 11 35O d 252 • 1500 xT.25 - : I5 '366 :B11. ..5 xj.5 Cb€ bePectio ± ix 12 : O5 2tO 1'J: 3950x g :Iq - - . (I1 ir 5 09 x(i)x I1? et — 151 xl,bI0bO5 - HUq/ZrF C ecb under post SPAN :I5 , :F Pct trP: 5 9 Ilk i€ reaction Proii r004 i WAP 5L10 - = T reQc-ti,on Prci P05r = RZ 1 bO0 :3I1 = I5c95 M = 155 S : 1551d2 :J0.2LI Hood.25 I•x I596:IO.1 I55Kl.2.5 - P9. CB2 D ' SPRN =12' Li, : Oaf roa:5 IAJZ : %Pe4 yoo tu)f = 54'0 0 11 :15'-t 0• - S :. 101 I2_:59 1500x1.Z5 fl:I.5xZ9q0 V 95I.25 - '7 ARLOW, FE!LZER moASSOCIATES Consulting Structural Engineers project, T?) It )'Y i A 'S date 1726 Manhattan Beach BWd., Suite k C job no. Z Manhattan Beach, CA 90266 (213)372-8470 .C_D SPAN •I1. Rat (4 53 P & Q a C-1 i o n ~(o m H; :2 10 T}e reaction 1or Op€c{ too t1LcIP 5H 0. :5A93 F --.563 0. M :b5O3 0 S :.2650:I9 • 1350x 1.25 5xI1a5 • Check beedonI USE II2. 0925 0 2Lt - 2503x MN11,2 - FI III) TF T (l5Y 1 - 56 0 -5)I1a 519 A I-GA lO O.5 1±i H F. 'L 0 v X,I 6 L lN•U5 124rp (1 H TFA1 ARLOW, FEILZER ANDASSOCIATES Consulting Structural Engineers project 77)/1)/ (1) N S date - 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 c111C\ e ' A. job no. Z CS2 00 (213) 372-8470 L3 D SPAN: H5 U, The ( Q ctid n Pror R3 :bbb :Zb I33 IAZ 4 3X =259 P {e rcactio Prom B, U19 :5S5 R z :6660 M II5 S-IIq53xIa_5:o - 1350 .5 A : I591S = Lf.1 bd25 LB4D •• P 16 L% ________ 2 - -IrJ : e reQctlo :1013 I'33 a P BZCI : 3.599 t30B9 :5551 5 389 -. /2 fl: 1009 F S : tOOJ xI :iLg • I50I.25 v :I5x5 :llfl • S5I.25 • 1 bFL1 I F DF-Lx-I I pg 1 TARLOW, FEILZER AND ASSOCIATES Consulting Structural Engineers project 77) it) Y R ü f'\ A date - 1726 Manhattan Beach BWd., Suite K Manhattan Beach, CA 90266 S I) - job no. Z 200 (213):372-8470 CBD LI :2312 I 2' ___D. SPAN :.?O HAil :Z5 2. 1-i 2 = 1e re ctio r Prom f? = 5 66 .x 8 Hui- T1J,3 reaction Prom C2 : 15 016 R1 :IB912 9 L4 9. • '365 M :51 S.:. 331,x le 54 L.35 .5x LH2. :U9 5.xl'25. 'Ch A - 20x 1 2• ••fl• LfQ LJ re5 : 9bO .1 ':•5x 966A(0) 1123 = Li = The read n Prom Rif = 10 5 2?. H 5HOOO. S. 000J2.-I5 ?'-WOI.25 I IO•'O : 155 I55x 1.25 Check'D e RPti - 20x12 -lO" a- &LfO - 5LfOOpx.: IOo ., f .(?O) •• Ir ,: Øgo(o) iia : IbO fxI'xlKIO ~LB. GLB ______ :USE 2• ARLOWFEILZER AND ASSOCIATES / Y" A tic — Consulting Structural Engineers project / (,-'/ ,' f\' I ' -) date 1726 Manhattan Beach Blvd., Suite K I. Manhattan Beach, CA 90266 '- ' 0. job no. (213)372-8470 ~rq EE D _ SPAN: 95 —Y 5PRN :105 - LI = H-3 : 5S : LI 3 x Z 5 erectto R. : 5b6 H b Z : reto Rr : I 093 I•3 . :The reactm Pro . rett f OM 52C 50t533• :2I3 353i306:6551 : H10H R, :1255 R:HOI2 R:lO192 fl :I51HH M :23O 139 I5I41 LI2 :529' S S :93•92 . I5 IIOD :13.H y : "Lb IOJH :8'i3 165 t25 'loll I65xI5 LOW, FEILZER AND ASSOCIATES Consulting Structural Engineers project 7?) /L) Y R () 1 date (2 - 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 S 6 A. job no. (213) 372-8470 Bi SPAN :IO5 5.PN:1' LI = 'reti'o n P o : Tk re t b M R3 :IOH1 :1 = IQH1 = R,: H I.1 - P The rto ?yo [2 :0 3311 Rt HJ31 R: 5O5 M:'IDBO R :5ZO5 S:I8 box 12 :95 : M - I50O'I.25 LfLfl1 :b3 0• 5 •a5 SP H LH DF.L*I B12 bF-LI II ARLOW, FEILZER ANDASSOCIATES -r----,t) V ' M )( Consulting Structural Engineers project ( c—" / 'i 'i date 1726 Manhattan Beach Blvd., Suite K ç• f I. Manhattan Beach, CA 90266 job no. (3 % 0 (213) 372-8470 cII_B _9 77" 5PAN :2T5 : I5xB :O iz Stt t9atyooP — 93X -. 13E M :l4S53 - S I53 12 5bI &HOOx.I.a3 :5,K 5.5 H I55 1.23 CecJk betior _= .315 aft 240 =155 (2i-5)z I :55x(275fl2 ? 1.3 A 1B12 j 741 SPA N I _ :Ib Li The rectio P0 R = 553 : 9 I G I3 P 3O5 393 M. t1I5 S 1115x 12 :506 1500 x I25 I51 zCtT 15x xlB'b bFLI - t(c - - - pg. IL [2 pg1 TARLOW, FEILZER AND ASSOCIATES 2/L-" Y /i''1 7 R 4s date Consulting Structural Engineers project 1726 Manhattan Beach BWd., Suite K job no. Manhattan Beach, CA 90266 ___________________________________ (213)372-8470 0 rARLoW, FEILZER moASSOCIATES - 7) A I \ 1'\ - Consulting Structural Engineers pioject V / LI I I - date 1726 Manhattan Beach Blvd., Suite K - c- Manhattan Beach, CA 90266 V job no. (213) 372-8470 C ieck RoP -; udev flcurJ; SPAN :I5 F1 "P2 k: F? ped.rootb) [43 t'(1 55)].I.: ' Ir i' -- A '55 15 1 E5 Che& bPct;o A - : 053 • o C (l25Y I :5x9 3 4 (11-5)1'x /7z -5Q.5 Pf x I&x 10b LU 3 I ±x I2 : GA 1500A.1,25. My :,I ,Sx H :Thlb. 5i-b H6 DF.L It I Chk Jo Ue •Hir i:5 2 -3 :ThQtwnPo, :1B2. ION • • Mfl? S :'3' •. - A:256 00 ' 23 • I,:I315 E1- llL 2L2 DFI 1 2 pg. TrA, Consulting Structural Engineers project / 7'/ C) M date 6 I TARLOW, FEILZER AND ASSOCIATES 1726 Manhattan Beach BWd., Suite K A. job. no. <3 200 I Manhattan Beach, CA 90266 ____________________________________________________ /flf#fl 7fl O4I - - _____________________________________________________________________ .0W, FEILZER AND ASSOCIATES - i J I r't\ A - onsuIting Structural Engineers project • / •i fl date '26 Manhattan Bead, Blvd., Suite K (7 Manhattan Beach, CA 90266 S OS c job no. i 2 oO (213) 372-'8470 I F po: , S ______ CA L :10'S L -1 D5I2 -3b - T6 reaiiOn (OM op roo ti-) ON :I1I5x q,--- 2.H -FC u PZ*:LP:I5 I? R, 366 : c0. o31.B A le 31F D S (3)Z Q21 .:IIHHO • 1103 1 ___ 12.01 • S • S :] 12 - :fl 311 - 1b50% I DF.LI I I - rec4cto ror 04 PP: 9H35c31 :e rcton P rovA \: 5 6 P. :a:dxI5:IcO : 2 :ifl N :IVQ 19Z0 I t9 I500 x I..Z5 fl I5s tl3 = I5.3 95x 1.2 5 Ri TARLOW, FEILZER AND ASSOCIATES Consulting Structural Engineers project 772A) Y () MA'S, date 6 1726 Manhattan Beach BWd., Suite K c A. job no. 0 Manhattan Beach, CA 90266 (213)372-8470 C:E= P SPAN = L1 :5' J I8tl35:3. P. : From Hp : 550 R1 .=H5 :1 R2 :Z5 N :1016 S 1&i2 :5Z 1500 K 1,25 I H5 :I52 x Cbe betoy I2xI2 : 2 q LH 1016g :39. (i I = 54x(IZ)x I1 = r 3fI.(D6x')b SF 'HAS D F- LI R pg.(6 I LOW, FEILZER. moASSOCIATES ti It c Consulting Structural Engineers project / 0/v Y ROM date - 1726 Manhattan Beach Blvd., Suite K J Manhattan Beach, GA 90266 A job no.(213) 372-8470 ~2O0 (B17 559 D C 9 SPRI:35 5PAN :I2' :eytto pro" R6 I = 53 ó5 :3hB :2S P I39L3:3H LI2 :ere4ft or, ro m 5H5 P :1k reatiorov B I' S -BI6 M = 1,2 13 I2I3t23&5:353 R, 1156 1--25 t 3IZfl L1 : Jv r 95 ?5 11 :32i- S —322xiZ —2O3 15 0 xl 25 HV ISx 1HB. 3i;2I 29. 95 x 1.25 pg. n RLOW, FEILZER ANDASSOCIATES - ) J 4/1 itc A .L Consulting Structural Engineers project /- a"-. i date 1726 Manhattan Beach BWd., Suite K C' Manhattan Beach, CA 90266 "-J ( vs 2C.Cl '- !-t job no. 22 0 (213) 372-8470 - C B19 9 - C 9toz SPAN t'5 SPAN "Rz __________ H.5 43x .16 :39H .. k :3ab 2 a : 90-x 5: 120 : e rctio ro R7 :H21 2 '3 :15:120 = : R 2 :I33 fl .51 :g IqHIz :IHI15 . I3bOx .1.ZS . M -2JH - bD•9 S.- IOOA I25 1.2.5 A: I'528 - f Check - L)efYecIioyi S .. 5)( -'Z ?L10 . I 5x 454 is : . I .i E •i i n 31.g o.9a5 .5 5 . x 17 TARLOW, FE!LZER AND ASSOCIATES Consulting Structural Engineers project 722/a Y 7R(') M S date 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 IQ '' bcd Job no. 1213) 272-8470 F pg. RLOW, FEILZER AND ASSOCIATES Consulting Structural Engineers . project. 9/v . I rr date 1726 Manhattan Beach Blvd., Suite K . A Ménhattan Beach, CA 90266 bc u job no. Z 00 (213) 372-8470 - C2D p C 23 rflc 4 100 100 H t :HUO R:215 R:HO M : N :IQ D9 I S O12 :512 I9AI :6b I500 1. Z5' - - I5OD'd.5 A-150O :5S I525 :3.H 515 95i.Z5 ect bePto. : Itl2:e55 alp 3F Ll 8. bfL -4 pg. LOW, FEILZER ANDASSOCIATES Consulting Structural Engineers' project date 726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 job no (213) 372-8470 00 H''•00 H 00: pg. 0 TARLOW, FEILZER AND ASSOCIATES Consulting Structural Engineers project date 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 job no. (213) 372-8470 CB299 C sD 40 1 --220 :220 SPRN:3'5' I 4-- iL : - ki ft rC&QIiOYi -}__-..L9 Rq .: L19xiZ :2Lf. Rz:15 N :TPI wz.:e rqcttonfovfl f:93,i2:253 12 :5.O °. 1509 d.25 . P :11k teto tror :2x 550: 1100 x 550 3152 5KI.25 S Rz:15O L 4~, - N H :.)UCDO -33 Z6- S 3O2Gi :.IZI.P1: 2HDDxI.Z5 - H - S 1*I5x12 JE40 ILI•(P, Q ) _1.5 (I_00t2 II-5x112 —? reç EL(- - TTx TI x5j5 .dx1Il.12 5x, J _ 35 GLB ....... - S pg. LOW, FEILZER moASSOCIATES Consulting Structural Engineers project date 726 Manhattan Beach Blvd., Suite K -. Manhattan Beach, CA 90266 job no (213) 372-8470 SPBN:'b 129 P = lle reacto B2 6 Li CtO 5-15 1H 19 -. P :The recctori Prorn 2.519 1H02 E113 R: 1511 S 113 (2 IOO 1:2 - M 2199 519 325 - 5 21 1 12 : 95x 125 I5Oxi25 A: j5xI5I :l9I 15 x 25 H1 2 D F-L - - pg. 23 RLOW, FEILZER AND ASSOCIATES Consulting Structural Engineers.- project /9/V? date g r 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 Cc - job no. 0 (213) 372-8470 LATERAL LAS : PISED UoF AREA 30.,x 30 4 3x 331 t 5 5I55tH[I bx 1] :531 FLAT ROOF AREA = Th5 bx5xI x O 5x5 - tIAI3[(1X)] 51 RAISED ROOF MASS :(1 00tO 5) x t(31602)x(?31) :5O8g FLAT ROOF MASS = 511 : JThI LJ :221Ub To 1 TARLOW, FEILZER AND ASSOCIATES . —p--,, j A iv) 11 '( Tc A Consulting Structural Engineers project 7 C'/(-'( u in .- date _______________ lt\ 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 \.J.\ I'-'5 U IA \J1 job no. (213)372-8470 L.JTND. . WS. F 30 x 5-:5 t 5 5± I55I± 155] 135 :21 E F :[3625x 30, t -30 x55t36I5 L 2 tI5/H5I55IItI55x]I5 —5O5 SHIS111C G OVERN FLOOR ARES- M5 HT MRHT F RE aed Fôo' Pt R00 639 511 i9HI 35 H 51 I5 0- b 13 61 5•5 3593B2U , 2/2i$ (i1iiII1i Cite, LC]TTTI ICtttttcttflflrflr,.- - Pg. 2.5 TARLOW, FEILZER moASSOCIATES V L1'c / '/ Consulting Structural Engineers project / ( ' "' - date U 0 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 ' & ' A job no. ô' 0 (213) 372-8470 FLOOR ARLOW, FEILZER mDASSOCIATES r7-, Consulting Structural Engineers project / -','-/ / \—&( / U date 1726 Manhattan Beach Blvd., Suite K (\ /. I N A Manhattan Beach, CA 90266 V S 0 C1 \jt job no. 520 (213) 372-8470 : -. qo5 h. 7 1506 1506 54,05 YA- 7zt 2, ,35 R5 : 5Ix(L+5 )55:555 RE :55(5 )H1o1 :i5035 R:553I))xH 6O :I9?HB R :551 x(5* )x51'HO:J5313 83 :1122 P0 :551 xI9 I )x 51t 505 :118 R42 l. + 'I 50b ' 'F = 2H 35545:5609 07. Pg. RAED; H\'i I om 6~ rcnr'!:~, il i . L 1. • I J r c_ c ( :1— LI I o LI LI o 8 . Q 0 LI LI 0 - - V' +- v +- c/) - v) I •Th ç. s: r.r: - -J LC LC' tL) • ro rn iir -... i. - Li TARLOW. FEILZER AND ASSOCIATES, Consulting Structural Engineers project 79/(} 7 R 0 iMs " date 6- 726 Manhattan Beach Blvd, Suite E Manhattan Beach. CA 90266 job no. (213)372-8470 - I • .. • . 1 TARLOW, FE!LZER AND ASSOCIATES / - Consulting. Structural Engineers project date ) 7 1726 Mrthauan Beach Blvd., Suite E - Manharra,, Beach, CA 90266 !)-)•' ' job no. ' (213)372-8470 - '' ,-: - ' LC) Lfl 0 0 ( - Li) - -c' cNJ yO L. :r r- (N') I- i1D LO g - :r — LC) t I 11-1h c CQ )C' LC ) 4- • L(Th 1 ---- H c LC) flfl i) L Lfi) c-NJ Lfi L T .RO I -- flflr9' 1 I. proJci ( ! date - AbMatun Beach. CA 90266 (213) 372-84M V V V 'V V V. •. V V V V V V V V V V MIMI= o DOI project 7T/LI/ LO L,# date -. - I II fr' II I 1726 Ma,hatlai' Beach B!d.. SWO K -= L ManhaflanBeacC,4 90266 V3 job no (213) 372-841v I 1rc:u 1A!Uk? ii ioi -r o E'OU - Ut' L P9. 14A '2' leirt - • • 1W . • • .. ('Jyr!) • _______ ER AND FARLOW'p Ni,ConsuftingLf ruMral /JTES project /'O Y ,'<'O \t1- date g - fl5 klamanwi Bosch B. &ir. E (\ L Maran9eac?'CA9O26d bcc (213)372-8470 job no. S RLOW, FEILZER AND ASSOCIATES . -r- ) ) )/ /\ Consulting Structural Engineers project / 0/' / I '-'i date 1726 Manhattan Beach Blvd., Suite K Manhattan Beach, CA 90266 i) OU \ it job no. g (213) 372-8470 FOOTJN6 LORDS ONEA5T WEL 17— : 1H30 LI - 1130 :1115 - 225 T : U5 '005 ON L[NE 0 - I - 1010 :c TRY t5 T3 14.5 ft —Th3l Pg. 1 LOW, FEILZER ANDASSOCIATES Consulting Structural Engineers project /'9/-"/ 7o1Y,9 5 date 1726 Manhattan Beach Blvd., Suite K boi job no. Manhattan Beach, CA 90266 21) (213) 372-8470 C Pr P,-b39131 1113D .0K LI x .0H {flOV(2 OK 1 .:• f_i C\ QOItyTh 3H? PI15O5: OK Chec FootiuidcrE i (ker-K Fooiurdy j) PAD 1 lOb OK PB509 :I5hU \t 550 = 3 . 5 Check. Foti Utc' PAD1 Pl3H11O:II1b . r L lOOP yL4 SF + H - L Check F0t /5H . ERJY __ PBIHMOO MR Ckck Etirt un A P : 155t10601) :1855 A : __= H 25 H / . EY. J*L4 EP. kAY 0 pg. $ W, FEILZER AND ASSOCIA TES sulting Structural Engineers ,project .7 (7/- / rs 1)1 / ' date Manhattan Beach Blvd., Suite K 4anhatfan Beach, CA 90266 ()( \J5 '-f job* no 0 )/) (213)372-8470 C . - p P:b31 PbI2 F 5OH . P:Mfl . 44 P 5U Check Foth . . . .: HI F) A F:,-:() S S UL 2 - 0. - EJYO / a 03 SOA.LS X e ** S31cIWLS U3 91 s - -2 S3A P8 OtlAld X03 8/E1 -21 S3A PS O11A1d )(03 .8/E ,.91 ..9t ... .21 ..h. S3A PB 011Ald X03 8/E j ,.91 _9 1121 ..9. S3A P8 011Ald X03 .6 8f ..2E S. .9 . ON. O33fliS ..8/L 2C 9 h S3A P9 11fl1AQ asic S3A PS :"° ..2/1 9 ON P9 .8/s S 81, -8h 9 h ON P9 11Wf1AQ..2/1 . .8 -L .2. ON P9 11lr1AO .8/S C -8h 8 .2. ON PS ilutIAdO .2/1 2 $ilos wia .2/1 S4113 cW SIN illS P91 S013I. S3O3 9.)118 ShUN DNIHLU3HS UU ------------- 1fl0HS 11EJM èJEJEHS - . ROBERT PRATER ASSOCIATES Robert R. Prater, C.E. 1942-1980 Consulting Soil, Foundation & Geological Engineers Wm. David Hespeler, C.E. October 28, 1988 239-6K, 8810 Architrave 900 E. First Street, Suite 105 Los Angeles, California 90012 Attention: Mr. Kevin Mass Re: Review of Plans and Specifications Proposed Tony Roma's Restaurant Building Pad S North County Plaza Carlsbad, California Gentlemen: In accordance with your request we have reviewed the foundation plans and earthwork specifications for the subject proposed project. We previously performed a preliminary eotechnical investigation for North County Plaza the results of which were presented in our report titled "Preliminary Geotechnical Investigation, for North County Plaza, Carlsbad - Oceanside, California," dated April 30, 1982. A Foundation investigation report for North County Plaza was issued on August 16, 1983. Earlier earthwork observation and testing services reports dated November 28, 1983, November 18, 1986 and June 10, 1987 were issued for grading performed at the site which included Lot S. A letter dated March 31, 1987 was issued regarding building pad elevations. The purpose of our review was to offer our opinion whether the project foundation plans conform to the recommendation fOr our previously referenced reports. Based on our review it is our =in n that from a soils engineering standpoint the referenced foundation plans to the recommendations of our reports for the subject project. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other 'warranties either express or implied. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES H ohnA. 'LaBar, G.E. JAL:so Attachments Copies: Addressee (2) K & P Partners, Attn: Mr. James Kozen (1) 10505 Roselle Street, Son Diego, California 92121 . (619) 453-5605 S .. S -: ROBERT PRATER ASSOCIATES Robert R. Prater, C.E. 1942-1980 Consulting Soil, Foundation & Geological Engineers Wm. David Hespeler, C.E. March 31, 1987 239-6E, 7741 Hughes Investments 2 Corporate Plaza, Suite 250 NewportBeach, California 92660 Attention: Mr. Brian McConnell Re: Building Pads Q, R, S, and T North County Plaza Carlsbad, California - Gentlemen: In accordance with your request, we have analysed the proposed raising of the finish floor elevations of Buildings S and T by 18 inches to elevation 18.5 feet, and Buildings Q and R by 6 inches to elevation 17.5 feet. The subject building pads were surcharged in about October, 1983. The original planned surcharge period was nine months.. The surcharges were not removed, however, until about June, .1986. Our analysis of our investigation data and settlement monument records for the surcharged pads indicate they, are overconsolidated far the original elevations and that the proposed increase in 9leation would result in maximum recompression settlements on the order of,.-r/4 inch for Building Pads Q and R, and 3/4 inches for Building Pads S and It is our opinion that maximum post-construction settlement for the proposed grade increase and building loads should be on the order of 3/4 inches for Buildings Q and R, and one inch for Buildings S and T. Our services consist of professional 'opinions and recommendations made in accordance with generally accepted geotechnical engineering, principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very, truly. yours', WDH:ls . 41 v. ' . . Copies: Addressee (3) OF . . SGPA PlannirlQ & Archite$PAftfl: Mr. Geoff Reeslund (3) - 10W5 Roselle Street, San Diego, California 92121 (619) 453-5605 J)VV V V V 1 ROBERT PRATER ASSOCIATES V Robert R. Prater, C.E. 1942-1980 Consulting Soil Foundation & Geological Engineers W: David Hespeler, C.E. June 10, 1987 ...' • V .. 239-6E, 7897 4 ' Hughes Investments V - ' V • .. -..' V 2 Corporate Plaza Suite 250 V Newport Beach, California 92660 - Attention: Mr. Brian McConnell V ' Re: Earthwork Observation and Testing Services V Building Pads Q, R, S and T North County Plaza V V V V VV V .. Carlsbad, California .' V •V V V V Specific Plan 187 V Gentlemen:.. V In accordance with your request we.are providing earthwork observation and V V V testing services in connection with the subject project. We previously per- formed a geotechnical investigation for the entire site the results of which V were presented in our report titled "Preliminary GeotechnicaljjesVtig.ation. North County Plaza s Carlsbad-Oceanside, California," dated April-307 -1982 Earlier) ear.thwork observation and testing services reports datpvemberV30 V V V 1982 andjyrnber 28, iJ were issued for thep.rojeetV.__AV_foundatVion inves- tiTion report_fo?Btiilaings 1 through 5 datedu.gu.sVt1.6,_1V9.83.-wai issued for the project. An update report dated FebruaryV7_ 2L1V986 was issued for the pro- pro- ... observationdtes't'ing-services report dated V rfTh November 18, 1986 was, issued for a portion of the grading opr i.o.nswhich V V inclu-de the subject building pad areas. A letter dated Novemb.er_1.1-,_1V986. was issued building pad elevations. In addition, a letter dated _regarding issued regarding- the proposed raising of the elevations for Pads Q, R, S and T. V During the eriod of May 12 through 19,. 1987 our representatives were present at the site to observe the earthwork operations and to provide field density testing services in connection with the, current grading operations. The results of the field density and laboratory compaction, tests for the building V pads are presented in the attached Tables A and B, respectively. The V.app'px.. imate !oations of the field density -tests are shown on-the attached Grading. V Plans, Sheets 2 and 3 of 3.- Based on our observations and the attached test results it is our opinion that Building Pads Q, R,(S(and T have been satisfactorily -completed adsiiitably •V V V prepared for construction of the proposed buildings with. the,following addi- tional recommendation - t V V q ,V V V , VV.V • V V V V .1 v'i, VV . 4 V V ' VV VV4VVV I V. V I. 10505 Roselle Street San Diego California 92121 (619) 453-5605 VVV I' V 4 . - - VV V •V. V . . - t.V .V V V. V - .4 . - . . V V •V V V V V . V ' , I I V V V V V V . •V V , \V I June 10, 1987 239-6E, 7897 Page The results of swell tests performed on samples of the exposed subgrade soils are presented in the attached Table C. 'In order to mitigate the potential for slab damage as a result of the expansion haracteristics of the exposed sub- grade soils which possess a moderate potential for expansion (greater' than 3.5 percent and less than 5.0 percent), we recommend. that the exposed subgrade soils for Building Pads Q, R and T be scarified to a depth of 8 inches, mois- ture conditioned to 4 percent above laboratory optimum and recompacted to 90 percent relative compaction. This condition should be maintained up until the visqueen and sand layer is placed for the slab areas. For Building Pad S no remedial work is needed. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very truly yours, ' ROBERT PRATER ASSOCIATES • ,2taar,C ,No. 22385 JAL:kj . . cIv '. • Attachment • CNV • Copies: Addressee (3) . ' ' ' '• SGPA Planning & Architecture, Attn: Mr. Harold Felter (3) Collins General Contractors, Attn: Mr. Gil Marshall (2) . • - .- • . ,. .- •." -- ' j / - T t 86334 ) TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or AStM D2922-78, ASTM D3017-781 Arrnroximate. Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 787 5/13/87 788 5/13/87 789 5/14/87 790 5/14/87 791 5/15/87 792 5/15/87 793 5/15/87 794 5/15/87 795 5/19/87 796 5/19/87 797w 5/19/87 798 5/19/87 799 5/19/87 800 5/19/87 801 5/19/87 Finish Gradin Building Pad Q Building Pad Q Building Pad R Building Pad R Building Pad S Building Pad.Si Building Pad T Building Pad T Building Pad Q Building Pad Q Building Pad Q Building Pad 0 Building Pad R Building Pad R Building Pad R 16 11 118.1 96 19 16 11 115.5 94 19 16 10 110.9 90. 19 16 13 118.1 96 19 17 10 116.6 95 19 17 11 117.4 J96 19 17 11 113.2 92 19 17 10 114.6 93 19 17 (FSG) 11 116.9 95 19 17 (FSG) 11 117.9 . 96 19 17 (FSG) 10 114.6 93 19 17 (FSG) 11 115.4 94 19 17 (FSG) 11 112.4 91 19 17 (FSG) 11 116.7 95 19 17 (FSG) 11 118.5 96 19 Notes: 1) "Compaction Curve No." refers to Table B. Unless otherwise noted elevations shown are to nearest foot. "FSG" denotes finish subgrade elevation. TABLE A SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, AStM D3017-79) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 802 5/19/87 Building Pad R 17 (FSG) 8 114.7 93 19 805 5/19/87 Building Pad9 18 (FSG) 9 114.4 93 19 806 5/19/87 Building Pad S 18 (FSG) 8 111.4 91 19 807 5/19/87 Building Padj 18 (FSG) 10 113.3 92 19 808 5/19/87 Building Pad T 18 (FSG) 10 114.9 93 19 809 5/19/87 Building Pad T 18 (FSG) 11 116.4 95 19 810 5/19/87 Building Pad T 18 (FSG) 9 116.9 95 19 Notes: 1) "Compaction Curve No." refers to Table B. Unless otherwise noted elevations shown are to nearest foot. "FSG" denotes finish subgrade elevation. 0 239-6E TABLE B LABORATORY COMPACTION TEST RESULTS (ASTM D155778) Compaction Maximum Optimum Test Description Source of Dry Density Water Content (Curve) No. of Material Material (pcf) (%) 1 SANDY CLAY (CL), On-site 119.4 13.8 dark grayish brown 2 SANDY CLAY (CL), On-site 120.4 13.5 dark gray 3 SILTY CLAY (CH), On-site 109.4 17.1 dark gray 4 SILTY-SANDY CLAY On-site 118.5 14.0 (CL), gray 5 CLAYEY SAND (SC), On-site 126.0 10.0 grayish brown 6 CLAYEY SAND (SC), On-site 126.0 10.0 light yellowish brown 7 CLAYEY SAND (SC), On-site 127.5 9.5 grayish brown 8 SILTY SAND (SM), On-site 121.0 12.4 yellowish brown 9 CLAYEY SILT-CLAYEY On-site 124.7 10.5 SAND (ML-SC), gray 10 CLAYEY SAND (SC), On-site 121.5 11.7 brown 11 CLAYEY SAND (SC), On-site 124.5 10.5 tan 12 WELL GRADED GRAVEL On-site 134.8 7.7 (GW), brown 13 SANDY CLAY-CLAYEY On-site 123.5 10.7 SAND (CL-SC), grayish brown 14 WELL GRADED GRAVEL Import 140.0 6.1 (GW), gray, Class 2 Aggregate Base 15 SILTY SAND (SM), Import 114.0 14.8 yellowish brown 239-6E TABLE LABORATORY COMPACTION TEST RESULTS (ASTM D1557-78) Compaction Maximum Optimum Test Description Source of Dry Density Water Content (Curve) No. of Material Material (pcf) (%) 16 SILTY SAND (SM), Import 117.6 14.3 tan 17 POORLY GRADED SAND Import 1.15.2 13.3 • (SP), gray 19 SILTY SAND (SM), On-site 130.2 10.3 • reddish brown - 19 CLAYEY SAND (SC), Import 122.9 11.1 grayish brown • 239-6E TABLE C RESULTS OF EXPANSION TESTS Water Content Water Content Sample Initial Before After Surcharge Test No. & Depth Dry Density Saturation Saturation Pressure Swell Location (Feet) (pcf) (%) (%) (psf) (%) 11 Pad Q FSG 106.8 10.3 20.4 144 3.8 12 Pad R FSG 107.6 13.5 24.0 144 3.9 FSG 109.4 8.9 20.8 144 2.9 14 Pad T FSG 118.6 10.1 15.4 1414 4.1 - - - • !W 1 - - '' S - ,_, _•SiS - - i -' - S. .fr__,- -. J ') ROBERT PRAT ER ASSOCIATES Robert R. Prater, C.E. 1942-1980 Consulting Soil Foundation & Geological Engineers Wm David Hespeler, C.E. November 18, 1986 239-6E, 7492 Hughes Investments 2 Corporate Plaza Suite 250 Newport Beach, California 92660 Attention: Mr. Brian McConnell Re: Earthwork Observation and Testing Services, Building Pads K-L, M Q, R, S and T _- North County Plaza Carlsbad, California Specific Plan 187 Gentlemen: In accordance with your request we are providing earthwork observation and testing services in connection with the subject project. We previously per- formed a geotechnical investigation for the entire site the results of which were presented in our report titled "Preliminary Geotechnical Investigation, North County Plaza, Carlsbad-Oceanside, California," dated April 30, 1982. Earlier earthwork observation and testing services reports dated November 30, 1982 and November 28, 1983 were issued for the project. A foundation investi- gation report for Buildings 1 through 5 dated August 16, 1983 was issued for the project. An update report dated February 24, 1986 was issuehfor the project. Earlier earthwork observation and testing services reports dated November 19, 1985, November 5 and November 13, 1986 were issued for Building Pad P, Building Pad N and Building Pads A through H and J, respectively. In addition, a letter dated November 11, 1986 was issued regarding building pad elevations. Commencing on May 1, 1986 our representatives have been present at the site to observe the earthwork operations and to provide field density testing services in connection with the current grading operations. The results of the field density and laboratory compaction tests for the building pads are presented in the attached Tables A and B, respectively. The approximate locations of the field density tests are shown on the attached Grading Plans, Sheets 2 and 3 of 3. The grading operations for the building pad areas included the removal of the import fill soils from Buena Vista lagoon and the removal and recompaction of the underlying older fills as recommended in the April 30, 1982 report. The 1 10505 Roselle Street Sari Diego California 92121 (714) 453-W5 November 18, 1986 239-6E, 7492 Page.2 approximate limits of the removal and recompaction areas are shown on the attached grading plans. Due to Building Pads K and L being revised to one building pad area, the removal and recompaction included the area between the originally proposed pad areas as shown on Sheet 3 of 3 of the Grading Plans. The surcharge soils were removed from Building Pads Q, R, S. and T. Based on our observations and the attached test results it is our opinion that Building Pads K-L, M, Q, R, S and T have been satisfactorily completed and suitably prepared for construction of the proposed buildings, with the following additional recommendations. The results of swell tests performed on samples of the exposed subgrade soils are presented in the attached Table C. In order to mitigate the potential for slab damage as a result of the expansion characteristics of the exposed subgrade soils which possess a moderate potential for expansion (greater than 3.5 percent and less than 5.0 percent), we recommend that the exposed subgrâde soils for Building Pads Q and R be scarified to a depth of 8 inches, moisture conditioned to 4 percent above laboratory optimum and recompacted to 90 percent relative compaction. This condition should be maintained up until the visqueen and sand layer is placed for the slab areas. For Building Pad M the swell test indicated that the soils exposed at or near the finish pad elevation were moderately expansive (5.8%). Accordingly, in accordance with our recommendations a minimum cap of a 6 inch non-expansive type soil (U.B.C. Expansion Index less than 20) was placed as reported in Table D. For Building Pads S and T no remedial work is needed. Our services consist of professional opinions and recommendations made in - accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES iar4 J AL : If Attachment LQFc VVW Copies: Addressee (3) - SGPA Planning & Architecture, Attn: Mr. Curt Drake (3) Collins General Contractors, Attn: Mr. Gil Marshall (2) I 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78 ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks Mass Grading' - Pavement Area 1 5/2/86 Nbrtheast of Pad P 12 16 105.1 88 1 Test failed - fl Material removed 2 5 /2 /86 Northeast of Pad P 12 16 103.3 87 1 Test failed Material removed 3 5/3/86 Northeast of Pad P 12 28 95.8 80 1 Test, failed • Material removed 4 5/.12/86 Northwest of Pad P 12 22 93.2 78 1 - Test failed Material removed 5 5/13/86 Northwest of Pad P :12 20 , 94.3 79 1 -. Test failed • Material removed 6 5/21/86 East of Pad R 8 13 101.7 86 4 Test failed, Sec #11 7 5121/86 Southeast of 'Pad Q, 8 12 113.9 95 1 8 5/21/86 Eastof.Pad S 14 . 8 • 112.5 - 94 1 9 5/21/86 East of Pad T 14 11 99.2 - 84, 4. Test failed, See #23. 10 - 5/21/86 Northeast of Pad S 14 13 105.1 89 ' LI Test failed, See #31 11 " , 5/21/86 East of Pad R . 8 . • 10 107.5 91 4 Retest of #6 12 5/21/86 Southeast of Pad R - 9 10 ' 1-10.2 - 93 4 13 5/22/86 Northeast of Pad R 9 , 10 107.0 90 4 Notes: j) "CQmpactjon Curve No ij Uniess otnerwise noted refers to elevations Table B. shown are to nearest foot. 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 01556-64 and/or ASTM D2922-78, ASTMD3017-78) Approximate Water Dry Degree of Test' - Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) : (%) (pcf) (%) 'Curve No. Remarks 14 5/22/86 East of Pad R 11 . 14 101.3 85 14 Test failed, See #18 15 5/22/86 East of Pad R 11 12 98.6 83 4 Test failed, See #19 16 5/22/86 Northeast of Pad Q 11 -12 108.8 92 - 4 - 17 5/22/86 East of Pad Q ill 15 107.2 90 4 -18 5/22/86 East of Pad R - 11 12 107.7 91 .4 Retest of #14 19 5/22/86 East of Pad R 11 12 106.9 90 4 Retest of #15 20 5/22/86 Southeast of Pad R . 13 - 114 107.2 90 - LI 21 5/22/86 Southeast of Pad Q 13 - 10 109.5 92 4 - 22 5/22/86 Northeast of Pad R 14 11 111.1 .914 - 14 23 5/23/86 East of Pad T 14 - 8 108.2 - 91 LI Retest of #9 24 5/23/86 Northeast of Pad 5 14 -'14- 103.3 87 - - 4 Test failed, See #31 25 5/23/86 West of Pad P 8 . 14 109.2 87 5 Test failed, See #45 26 5/23/86 East of Pad Q 114 12 108.6 - 92 4 . 27 5/23/86 East of Pad Q 14 17 106.9 90 - 4 - - 28 5/23/86 East of Pad T 15 14 106.9 90 . - 4 - - - 29 5/23/86 East of Pad R 15 17 108.4 91 4 -30 5123/86 - East of Pad Q . - 16 14 109.7 93 4 - - Notes: 1 "C9mpaction 21 Uniess Curve No." refers to Table B - otherwise noted elevations shown are to nearest foot. - . 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 31 5/27/86 Northeast of Pad S 14 15 106.7 90 4 Retest of #'s 10 & 24 32 5/27/86 Northeast of Pad P 12 13 101.4 85 1 Test failed, See #33 33' 5/27/86 Northeast of Pad P 12 12 107.8 90 1 Retest of #32- 34 5/27/86 Northeast of Pad Q 17 15 109.1 92 4 35 5/27/86 East of Pad S 17 10 112.0 95 4- 36 5/2-7/86 East of Pad T 17 , 16 107.8 91 4 37 5/27/86, Northeast of Pad P 13 13 108.5 92 4 38 5/27/86 Northeast of Pad P - 14 17 105.0 89 4 ' Test failed, See #44 39 5/28/86 East of Pad R. - 17 14 112.6 '95 4 40 5/28/86 East of Pad Q 17 15' 108.1 91 4 41 5/28/86 East of Pad S 18 17 107.8- ,9.1 4 42 '5/28/86 East of Pad S 18 15 109.7 93 .- 4 - 43 5/28/86 East of Pad Q 18 15 - 112.0 93 ' 2 44 5/29/86 Northeast of Pad P 14 12 111.2 94 4 Retest 'of #38 45 5/29/86 West of Pad P - 8 11 112.9 - 90 , 5 Retest of #25 -46 5/29/86 North of Pad P - 15 . 9 111.5 94 4 - 47 5/29/86 North of Pad P - - 16 12 -'110.1 93 - 4 Notes: 1) "Compaction curve No." refers to Table B. 2) Unless otherwise noted elevations shown are to nearest foot. 239-6E -. TABLE A - SUMMARY OF FIELD DENSITY 'TEST RESULTS (AStM' D1556-64 and/6 ASTMD2922-78, ASTMD3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test , Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 48 5/29/86 East of Pad R 18 15 112.9 94 2 49 6/3/86 - Northwest of Pad P 9 .16 109.2 91 2 50 6/3/86 West of Pad P 9 17 109.9 91 2 51 6/3/86 Southeast of Pad Q 9 14 114.3 91 5 52 6/3/86 Northwest of Pad P 10 15 105.5 89 4 Test failed, See #58 53 6/3/86 Northwest of Pad P 10 15 103.8 88 4 Test failed, See #58 514 6/3/86 Northwest of Pad P 10 16 101.4 86 4 Test failed, See #57 55 6/3/86 West of Pad P 10 16 . 105.6 89 4 Test failed, See #59 56 6/3/86 Southeast of Pad Q 11 23 99.9 811 4 Test failed, See #60 57 6/3/86 Northwest of Pad P 10 17 - 106.9 '90 4 Retest of #54 58 6/3/86 Northwest of Pad P - 10 16 107.0 90 4 Retest of #'s 52 & 53 59 6/3/86 West of Pad P 10 14 108.8 - 92 14 Retest of #55 60 6/3/86 Southeast of Pad Q 11 14 '108.8 92' - 4 Retest of'#56 61 6/3/86 Northwest of Pad P 12 13 109.4 91 - , 2 . 62 6/3/86 West of Pad P 12 13 110.8. 92 2 63 6/4/86 West of Pad ,P 12 , 11 . 116.6 93, 5 64 6/4/86 West of Pad P 12 14 113.7 90 6 - Notes: 1) "Cornractjon curve Nb ' refers to Table B. j Unies otnerwise noted elevations shown are to nearest foot. 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or AS TM, D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test: Test Location . (Feet) (%) (pcf) (%) Curve No. Remarks 65 6/4/86 Northwest of Pad P 12 : 14 114.6 91 6 66 6/4/86 Northwest of Pad P 14 14 110.1 87 5 Test failed, See #69 67 6/4/86 West of Pad P 14 16 111.0 92 2 68 6/4/86 West of Pad P 13 : 17 111.4 93 2 69 6/4/86 Northwest of Pad P 111 13 113.2 90 5 Retest of#66 70 6/4/86 Northwest of Pad P 14 12 113.5 90 5 71 6/4/86 West of Pad P 15 12 118.9 93 7 72 6/4/86 Northwest of Pad P 15 17 :111.3 92 2 73 . 6/5/86 . West of Pad P 16 16 109.1 91 2 74 6/5/86 Northwest of Pad P 16 20 103.5 87 4 Test failed, See #75 75 6/5/86 Northwest of Pad P 16 19 106.2 90 4 Retest of #74 76 6/5/86 North of Pad P 14 16 113.6 90 5 77 6/5/86 West of Pad P 17 22 97.0 82 4 Test failed, See #81 78 6/5/86 North of Pad P 14 15 108.9 90 8 - 79 615/86 North of Pad P 15 14 106.6 .90 : 4 80 6/5/86 North of Pad P 11 . 18 108.5 90 8 81 6/6/86 West of Pad P 17 17 106.7 90 4 Retest. of #77 -Notes: • 1) "CQmpactjon Curve No 2j Unies otherwise noted " refers to elevations Table B. foot. shown are to nearest • 2396E TABLE A -SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) - Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction - No. Date of Test Test Location (Feet)*(%) (pcf) . (%) Curve No. Remarks 6/6/86 North of Pad P 13 19 100.4 85 4 Test failed, See #83 e - * 6/6/86 ' North of Pad P 13 9 110.9 92 - 2 . Retest of 982 84 6/6/86 . North of Pad P . 14 13 106.3 90 4 V • Building Pad Areas V V 85 7/11/86 Building Pad B - 9 13 112.8 90 9 86 - 7.114/86 Building Pad A 11 16 110.2 91 8 V 87 .7/14/86 - Building Pad B 13 11 108.9 90 8 88 7I14/86 Building Pad A 15 17 110.6 91 8 V V 89 7/15/86 Building Pad -B 17 .13 113.6 90 -. 5 90 7/15/86 Building Pad B. 10 V 12 115.2 91 5 91 7/15/86 1 Building PadC 12 14 114.4 91 5 V 92 7/16/86 Building Pad D - 14 114 - .112.7 90 - 9 V V V 93 7/16/86 Building Pad D - 16 12 116.8 93 5 V 94 7/17/86 Building Pad D V 8 21 102.2 84 8 Test failed . . . . V V Material removed .95 7/17/86. V Building Pad D - 8 - - 20 - . 105.6 87 - * 8 - Test failed V Material removed 96 7/17/86 Building Pad B - 8 V 16 111.5 92 - 8 - V .97 7/18/86 Building PadD 10 - 12 112.9 * 90 5 Notes: 1) "Compaction Curve No." refers to Table B. V V V V 2) V Unless otherwise noted elevations shown are to nearest foot. - V 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 01556-64 and/or ASTM D2922-78, ASTM D3017-7&) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test 'Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 98 7/18/86 Building Pa.d C 10 13 114.8 .91 5 99 7/21/86 Building Pad C 12 16. 115.2 91 5 100 7/21/86 Building Pad D - 12 15 112.9 90 5 101 7/21/86 Building Pad B 14 14 114.4 91 5 102 7/21/86 Building Pad D 14 14 113.4 90 5 103 7 /22/86 Building Pad A 10 16 113.5 90 5 104 . 7/22/86 Building Pad B 10 18 113.0 90 . 5 105 7/22/86 Building Pad B 10 18 110.1 88 5 lest failed, See #106 106 7/23/86 Building Pad B 10 17 113A 90 5 Retest of #105 107 7/23/86 Building Pad B 12 16 113.9 90 5 108 7/23/86 Building Pad A 14 16 113.4 90 5 109 7/24/86 Building Pad B 16 14 113.4 93 1 10 110 7/24/86 Building Pad C 16 15 112.3 92 10 111 7/211/86 Building Pad. D , 16 15 112.3 92 10 112 8/28/86 Building Pad M 11 14 109.6 90 10 113 ' 8/28/86' Building Pad 11 14 110.9 91 10 114 8/28/86 Building Pad N 11 14 110 3 91 10 Notes: 1) "Compaction Curve No." refers to Table B; 2) Unless otherwise noted elevations shown are to nearest foot. 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 131556-64 and/or AStM D2922-78, ASTM 1)3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 115 8/28/86 Building Pad N 11 15 109.8 90 . 10 116 8/29/86 Building Pad M 13 13 110.7 91 10 117 8/29/86 Building Pad N 13 14 112.0 92 10 118 8/29/86 Building Pad N 15 16 113.0 90 5 119 8/29/86 . Building Pad M 15' 16 110.9 91 10 120 9/2/86 Building Pad M 16 16 114.4 91 5 121 9/2/86 Building Pad M 16 13 110.9 91 10 122 9/2/86 Building Pad"N ' 16 14 109.4 90 10 123 .9/2/86 Building Pad N 16 17 115.0 91 . 5 124 9 /3 /86 Building Pad M 17 17 : 110.8 91 ' 10 125 9/3/86 Building Pad M 17 16 114.7 91 5 126 9/3/86 Building Pad N 17 14 111.5. 92 , 10 127 9/3/86 Building Pad N 17 17 114.8 91 5 128 9/4/86 Building Pad K 12 13 115.0 ' ' 91 5 129 9/4/86 Building Pad K .- 12 13 109.6 90 10 130 . 9/4 /86 , Biilding Pad L 12 17 113.6 90 5 Pavement Area 131 , 9/14/86 West of Building Pad K 14 14 1114.1 ' 91 5 Notes: 1) "Compaction Curve No." refers to Table B. S 2) Unless otherwise noted elevations shown are to nearest foot. 29-6 TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-614 and/or ASTM 132922-78 ASTM D3017-78) Approdmate Water Dry 'Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 132 914/86 West of Building Pad K 114 13 109.8 90 10 * - 133 9 /14/86 West of Building Pad L 114 ' 13 111.1 91 * 10 Building Pad Areas 134 ,9/5/86 Building Pad K 12 17 :100.7 81 9 - : Test failed, See #137 135 9/5/86 *B uilding.Pad*K 12 21 104.2 84 : 9 Test failed, See #138 136 9/5/86 Building Pad L 12 17 113.7 90 , 5 137 9/8/86 Building Pad K - 12 14 1.13.0 90 - 5 Retest of #134 138 9/8/86 Building Pad K 12 13 113.5 90 5 Retest of #135 139 9/8/86 Building Pad M 18(FSG) 114 113.7 90 5 .140 9/8/86 . - Building Pad K 14 12 112.5 93' 10 141 9 /8 /86 Building Pad L . 14, . 12 112.3 ' 92 . 10 142 9/8/86 Building Pad D ' . . 19(FSG) 10 109.1 .90 10 . S .143 9/9/86 Building Pad L 16 19 . 108.8 90 10 144' '9/9/86 , . '-'-Building Pad K 16 18 110.0 91 10. 1145 9/9/86 Building Pad L .'. . .18. 21 105.8 .7 10 Test failed Material removed .146 919/86 Building Pad K '. 18 r 17 111.3 92 10- - 147 919/86 * -Building Pad J . . 10 : . 10 113.0 93 * 10 , * 148 9/9 /86 Building Pad H T 10 11 111.7 92 10 * ' Notes: 1) 'Compaction Curve No. refers to Table B. . Unless otherwise noted elevations shown are. tonearest foot. . . "FSG" denotes finish subgrade elevation. 239-6E TABLE A - SUMMARY OF FIELD DENSITY. TEST.. RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test . V Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 149 9/9/86 Building Pad G - 10 13 112.3 92 10 150 9/9 /86 Building Pad J 12 15 112.8 93 10 151 9/10/86 Building Pad H . 12 18 110.3 91 10 152 9/10/86 Building Pad G 12 18 109.7 90 10 153. 9/10/86 Building Pad I 14 18 110.8 91 10' 154 9/10/86 Building Pad H 14 19 11115 92 . 10 V V 155 9/10/86 Building Pad C 14 . 18 10911 90 10 156 9/10/86 Building Pad J - 16 18 1096 V 90 10 157 9/10/86 Building Pad H 16 17 11014 91 . 10 158 9/10/86 . Building Pad G - 16 18 11119 92 . 10 159 9/10/86 Building Pad J 18 19 • 10618 88 10 Test failed, SeeV#23 ' 160 9/10/86 Building Pad H 18- 20 1059 87 . V 10 Test failed, See #23E 161 V 9/10/86 Building Pad G 18 19 V 106.7 88 - 10 Test failed, See #23 162 - 9110/86 Building Pad J 10 - 14 . 112.0 92 •• 10 V 163 9/10/86 Building Pad G 10 14 112.6 93 - 10 164 9/10/86 BuildingL Pad F 10 15 110.0 91 10 V Notes: I "Compaction Curve No. refers to Table B. • V Vr- 21 . Unless otherwise noted elevations - - V shown are to nearest V V foot. • - V - 239-6E TABLE A I - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ..- ASTM D2922-78, ASTM D3017-79) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks Pavement Area - 165 9/10/86 West of Pad K 16 14 112.2 95 4 Building Pad Area 166 9/10/86 Building Pad F 12 17 11.1.0 91 10 167 9/10/86 Buiding Pad G 12 12 115.4 93 9 168 9/10/86 Building Pad H 12 15 - 111.4 92 10 169 9/10/86 Building Pad F 14 17 110.6 91 10 170*'9/10/86 Building Pad H 14 16 113.5 - 91 9 171 9/10/86 Building Pad J 14 16 109.8 90 10 172 9/11/86 Building Pad F 16 16 1114.2 92 9 173 9/11/86 Building Pad H 16 17 115.4 93 9 174 9/11/86 Building PadJ 16 16 110.3 91 10 175. 9/11/86 Building Pad F 18 16 • 114.7 92 • 9 '176 9/11/86 Building Pad G 18 15, • 115.4 93 9 177 9/11/86 Building Pad H 18 14 114.0 91 9 4. - . •' - Pavement Area, 178 9/11/86 West of Pad K 17 • 14 112.3 95 4 Notes "Compaction Curve No." refers to Table B Unless otherwise noted elevations shown are to nearest foot. - - - -S S S. • 239-6E TABLE A.- SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78)" Approximate Water Dry Degree of Test . Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 179 9/11/86 West of Pad K .18 14 110.1 93 4 180 . ,9/11/86 West of Pad K 18 14 110.2 93 4 Building Pad Areas 181 9/11/86 Building Pad E 10 16 110.9 91 . 10 182 9/11/86 Building Pad F . 10 16 111.5 92 . 10 183 9/11/86 Building Pad H 10 . 16 111.8 92 10 184 9/11 /86 Building Pad J 10 17 109.9 .90 10 185 9/12/86, Building Pad E 12 16 110.0 91 10 186 9/12/86 Building Pad F 12 15 110.5 91 10 187 9/12/86 Building Pad J 12 16. 111.5 92 10 188 9/12/86 Building Pad E 14 18 110.3 91 10 189 9/1 2/86 Building Pad F 14 18 109.7 90 10 190 9/12/86 Building Pad H 114 19 108.9 90 10 191 9/12/86 Building Pad J 114 18 109.4 91 10 Pavement Area 192 9/13/86 South of Pad,B 12 14 110.1 92 1 193 9/13/86 South of Pad A 13 114 110.7 93 1 Notes: 1) "CompactIon Curve 4o " refers to -. Uniess otnerwise noted elevations Table B. snown are to nearest foot. •- - 2396E TABLE A -SUMMARY OF FIELD DENSITY TEST RESULTS (A-5t D1556-64 'and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of - Test Elevation Content Density Compaction Compaction No. Date of 'Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 194 9/13/86 South of Pad C 14 14 110.7 93 1 195 9/13/86 South of Pad D 15 15 111.5 93 1 - Building Pad Areas 196 9/15/86 Building Pad L 18 21 105.0 86 10 Test failed Material removed 197 9/15/86 Building Pad L 18 21 104.3 ' 86 10 Test failed • Material removed 198 9/15/86 Building Pad L 18 21 105.2 87 10 Test failed Material removed - Pavement Area 199 9/15/86 South of Pad D 17 14 111.4 93 1 200 9/15/86 South of Pad C - 16 14 • 112.2 94 - 1 201 9/15/86 South of Pad B 15 14 112.6 914 1 202 9/16/86 South of Pad A 16 14 113.7 95 1 203 9/16/86 South of Pad D 17 14 111.4 93 1 204 9/16/86 South of Pad C 17 14 • 111.3 93 • 1 - / 205 9/16/86 South of Pad A • 17 - 14 112.4 94 1 206 9/17/86 South of P ad, A -• 12 14 111.9 94 • 1 207 9/17/86 South of Pad B 13 6 111.4 93 1 208 9/17/86 South of Pad C 14 15 • 111.4 • 93 1 Notes: "Compaction Curve No." refers to Table B. • Unless otherwise noted elevations shown are to nearest foot. 239-GE TABLE A -SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78 ASTM D3017-78) Approximate Water Dry Degree of ,. Test Elevation Content Density Compaction Compaction No. Date of -Test Test Location . (Feet) (%) (pcf) (%) - Curve No. Remarks 209 9/17/86 South of Pad A 14. 15' 112.2 94 : 1 210 9/18/86 South of Pad A 16 15 110.7 93 1 211 9/18/86 South of Pad B 16 15 109 8 92 1 212 9/18/86 South of Pad D 16 15 111 0 93 / 1 213 9/18/86 South of Pad B • - -17 .- 14 111.0 93 1 BuildirgPad Areas - .. 2114 9/18/86 Building Pad J 16 19 107.8 89 1 10 Test failed, See #215 215 9/18/86 Building Pad J 16 18 109.8 90 10 Retest of #214 216 9/18/86 - Building Pad J - 17 - 18 110.7 91 10 - - 217 9/18/86 Building Pad J 18 17. 111.8 - - 92 - 110 - 218 9/19/86 Building Pad H - 16 - 15 110.6 91 - 10 -' 219 9/19/86 Building Pad H 18 16 111,1 91 10 220 9/19/86 Building Pad G 16 16 log .4 90 10 221 - 9/19/86 Building Pad -G - 18 - 17 113.0 93 - 10- - - 222 9/19/86 Building Pad J 16 17 110.6 ' 91 10 223 9/19 /86 Buiding Pad J 18 17 109.4 90 10 224 9/19 /86 Building Pad F 16 16 110.7 91 10 Notes: -1) "Compaction, Curve No. refers to 'Table B. - -- 2) Unless otherwise noted elevations shown are to nearest foot 239-6E- TABLE A -SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78)- Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test . Test Location (Feet) (%) (pcf) (%) Curve No. Remar-ks 225 9/19/86 Building Pad F 18 16 111.2 92 10 226 9/22/86 Building Pad J 18 19 109.4 88 11 Test failed, See #235 227 .9/22/86 Building Pad H - 16 - 16 110.7 , 91 10 V 228 9/22/86 Building Pad H 18 16 109.7 90 10 V 229 9/22/86 V Building Pad G V 16 17 111.8 92 10 V 230 9/22/86 Building Pad G 18 16 111.9 92 10 231 9/22/86 Building Pad F . 16 16 110.2 91 10 232 9/22/86 Building Pad F V 17 112.1 92 10 V V . Storm Drain Trench Back ill 233 9/23/86 Rim Road - East of Pad E , FSG 10 109.4 89 13 . Test failed V Material removed. 234 - 9/23/86 V Rim Road - East of Pd H FSG 10 107.4 87 13 Test failed Material removed V N Building Pad Areas JV V V V V 235 9/23/86 Building Pad J - - 18 V 17 ., 111.1- 91 10 Retest of #'s 159&226 236, 9/23/86 V Building Pad H V 18 . 1. 109.8 90 10 Retest of #160 237 9123/86 Building Pad G 18 16 ".110.0 91 V 10: V Retest of #161 V Notes "Compaction Curve No." refers to Table B. Unless otherwise noted elevations shown .are to nearest foot. V V V V "FSG" denotes finish subgrade elevation. V - V - - 239-6E - TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM 133017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks • Pavement Area 238 9/26/86 East ófPad'R FSG 15 108.8 91 1 239 9/26/86 East of Pad R FSG 14 107 .8, 90 - 1 2/40 9/29/86 East of Pad S FSG 14 109.8 92 1 241 9/29/86 East of Pad Q FSG 14. - 109.1 91 1 Building Pad Areas. 242 9/30/86 Building Pad L 18 20 106.2 87 10 Test failed Material removed 2 /4 3 9 /30/86 Building Pad L 18 20 -'107.5 88 10 Test failed ' • Material removed 244 9/30/86 Building Pad K 19 21 - 105.6: 87 1 10 Test failed • • * - • Material removed 245 10/1 /86 Building Pad L 17 16 111.5 90 13 246 10/1/86 Building Pad L 18 17 111 2 90 13 247 10/1/86. Building Pad L. .• 18 17 ! 111.3 90 13 248 10/1/86 Building Pad L 19 19 1019.21 88 13 Test failed See #254 249 10/1/86 Building Pad L 19 19 108.8 88 13 Test failed, See #255 250 10/1/86 Building Pad L 19 19 109.8 89 13 Test failed, See #256 * ' Pavement Area 250A 10/6/86 Rim Road - East of Pad E FSG 14 126.3 ' 914 12 Notes: "Compaction Curve No." refers to Table B. - • - Unless otheiwise noted elevations shown are to nearest foot. - "FSG" denotes finish st'ibgrade elevation - 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 61556-64 and/or ASTM 132922-78 ASTM D3017-781 Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 251 10/6/86 Rim Road - East of Pad F FSG 13 117.7 95 11 252 10/6/86 Rim Road- East of Pad G FSG 12 116.5 94 . 11 253 . 10/6/86 Rim Road - East of Pad J FSG 12 119.1 96 11 Building Pad Areas 254 10/6/86 Building Pad L . 19 17 112.4 91 13 Retest of #248 255 10/6/86 Building Pad L 19 . 17 111.4 90 13 Retest of #249 256 10/6/86 Building Pad L 19 15 114.9 93 .13 Retest of #250 Pavement Area 257 10/6/86 Rim Road - East of Pad E FBG 6 134.8 96 14 258, 10/6/86 Rim Road - East of Pad J FBG . 5 134.0 96 . 14 259 10/6/86 Rim Road - East of Pad G FBG 4 1314.4 96 14 260 10/6/86 Rim Road Northeast of Pad KFBG 5 134.9 96 14 • Sewer Line Trench Backfill 261 10/6/86 North of Pad B . FSG-1' 16 111.6 90 ' 13 Lateral 262 10/6/86 North of Pad C FSG-1' 16 112.4 91 13 Lateral 263 10/6/86 North of Pad B FSG 14 112.8 91 13 Lateral Notes: 1) "Compaction Curve No." refers to Table B. 2) Unless otherwise noted elevations shown are, to nearest foot. . 3) "FSG" denotes finish subgrade elevation. '• • 4) "FBG" denotes finish base grade elevation. ' • •• 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESUL3TS (ASTM D1556-6L4 and/or ASTM D2922-78 AS TM D3017-781 Approximate' Water Dry Degree of . Test. Elevation Content Density Compaction Compaction . No. Date of Test Test Location (Feet) (%) (pcf)- (%) Curve No. Remarks Building Pad Areas 264 10/9/86 Building Pad E 16 17 113.7 '91 . 11 Sewer Line Trench Backfill 265 10/9/86 West of Pad A FSG-10' 14 110.3 91 10 Building Pad Areas 266 10/9/86 Building Pad E 17 16 112.7 90 11 Sewer Line Tren'ch'Backflll 267 10/9/86 . , Southwest of Pad A - . . FSG-9' 14 109.6 92 1 - Building Pad Areas .268 10/9/86 Building Pad E . 19 .15' 113.9 91' - 11 Sewer Line Trench Backfill 269 10/9 /86 Southwest of Pad A FSG-8' 114 108.9 91 1 270 10/13/86 West of Pad A •' FSG-7' 16 116.0 93 ' 11 271 10/13/86 . East of Pad T . FSG-211 114 103.6 83 11 Test failed, See #272 Lateral 272 10/14/86 East of Pad T FSG-2' 13 111.9 90 11 Retest of #271 Lateral 273 10/14/86 - East of Pad S FSG-3' 15 107 .,8, 86 11 Test failed See #281 . - - ' . ' Lateral Notes: 1) "Compaction-Curve No." refers to Table B. 2) Unless otherwise noted elevations shown are to nearest foot. ' . • . . 3). "FSG" denotes finish subgrade elevation., - • . . . - 239-6E TABLE A .- SUMMARY OF FIELD DENSITY TEST RESULTS (ASTMD1S56-64and/orASTM b2922-78, ASTM D3017-78). Approximate Water Dry Degree of 0 Test ' Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) . (pcf) (%) Curve 'No. Remarks 274,. 10/14/86 East of Pad S ' FSG-3' 17 107.1 86 11 Test failed, See #281 - . . Lateral Building Pad Ares - 275 10/14/86 Building Pad D. 19(FSG) 11 114.8 92 11 2760 10/14/86 Buiding Pad D 19(FSG) 14 118.1 95 " 11 Sewer Line Trench Backfill . . 277 10/14/86 West of Pad FSG-5' 15 112.4 90 11 278 10/14/86 West of Pad . ' FSG-14' 14 117.5 94 11 279 10/14/86 Station 15+25 FSG-8' 14 108.2 87 , 11 Test failed, See #282 280 T10/14/86 Station 16+25 FSG-8' 17 101.5 84 10 Test failed, See #283 - 281 ' 10/15/86 East of Pad S , FSG-3' 13 115.5 93 0 11 Retest of #'s 273&274 282 10/15/86 Station 15+25 FSG-8' 14 111.8 90 11 Retesf of #279 283 10/16/86 Station 16+25 FSG-8' 16 . 109.6 90 10 ' Retest of #280 284 10/16/86 -Station 15+20 FSG-6' 14 111.4 92 , 10 285 10/16/86 Station. 14+50 ' FSG-6' 14 107.2 88 ' 10 Test failed, See #286 286 . 10/16/86 ' Station 14+50 . . FSG-6', 14 114.5 94 10 Retest of #285 287' ' 10/17/86 Station' 16+55 . FSG-6' : 14 0 112.6 9 - ' 10 0 288 10/17/86 Station 16+30 0 FSG-6' 14 112.0 92 ' 10 0 Notes: tic opactjon Curve No refers to U1)niem s Table B. otherwise noted elevations shown are to nearest foot.- 3) "FSG" denotes finish subgrade elevation. - . 239-6E l TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 131556-64 and/or ASTM D2922-78, A"STM D3017-781 Approximate Water Dry Degree of - Test : Elevation Content Density Compaction Compaction No. Date of Test Test. Locatio n (Feet) ' (%)' (pcf) (%) ' Curve No. Remarks 289 10/17/86 Station 18+40 FSG-2' 17 108.8 90 10 290 10/17/86 Station 17+10 FSG-4' 16 108.8 90 10 291 10/17/86 Station 16+00 FSG-4' 15 108.9 90 .10 292 10/17/86 Station 15+02 FSG-4' 15 114.1 94 10 293 10/17/86 Station 20+00 FSG-2' is 99.7 82 10 Test failed, See #296 294 10/17/86 Station 19+40 ' FSG-2' 14 . .106.3 87 10 Test failed,. See #297 295 10/17/86 West of. Pad K . FSG-2' 19 100.1 82 10 Test failed, See #298 Lateral 296 10/20/86 Station 20+00 FSG-2' 15 109.1 90 10 Retest of #293 297 10/20/86 Station 19+40 . FSG-2' 1.4 114.5 94 , 10 Retest of #294 298 ' 10/20/86 West of Pad K ' FSG-2' 14, 116.1 - .96 . 10 Retest of #295 Lateral . - 299 10/20/86 Station 20+35 FSG 13 109.1 90 10 300 . 10/20/86 Station 21+00 - FSG 13 114.7, 94 - - 10 301 10/20/86 West of Pads K & L FSG-V 16 112.1 92 10 Lateral / 302 10/20/86 West of Pads K & L ' FSG 13 115.0 95 . 10 . Lateral - 303 10/20/86 Station 19+20 FSG 14 118.8 95 11 '304 10/20/86 Station 17+60 . ' FSG . 15 112.2 190 Notes 1) "Compaction Curve No."' refers to Table .B. Unless otherwise noted elevations shown are. to nearest foot. - "FSG" denotes finish subgrade elevation 2396E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-781 Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 305 10/20/86 Station 16+50 FSG-2' 14 112.6 90 11 306 10/20/86 Station 114+90 FSG-2' 14 115.6 93 11 307 10/20/86 Station 12+60 FSG-2' 14 119.3 96 11 308 10/20/86 Station 10+90 FSG-2' 14 114.7 92 11 309 10/20/86 Station 16+40 - FSG 114 114.1 92 11 310 10/20/86 Station 15+20 FSG 14 113.0 91 11 311 10/20/86 Station 12+10 FSG 13 120.8 97 11 312 10/20/86 South of Pad J FSG-1' 13 115.8 93 11 Lateral Storm Drain Trench Backfill 313 10/20/86 East of Pad R FSG-2' 14 111.0 90 11 314 10/21/86 Soutli of Pd J FSG-6' 13' 115.7 93 - - 11 315 10/21/86 East 'of Pad Q - FSG-2' - 13 108.6 92 4 316 10/21/86 East of Pad J FSG 13 114.9 92 A 11 317 10/21/86 West of Pad J FSG-0 5' 15 112.8 91 11 318 10/21/86 South of Pad C FSG-0.5' 13 110.7 91 10 3 19 10/21/86 South of Pad C FSG-0.5'1 12 112.0 92 10 Notes: 1) "Compaction Curve. No. refers to -Table B. - - - - Unless otherwise noted elevations shown are to nearest foot. "FSG" denotes finish subyrade elevation. . TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or - 239-6E ASTM D2922-78;ASTM D3017-78). Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks Sewer Line Trench Backfill 320 10/21/86 Northwest of Pad A FSG-6' 14 112.2 90 11 Manhole #2 321 10/21/86 - Northwest of Pad A FSG-4' . 14 113.5 91 11 Manhole #2 322 10/22/86 North of Pad B FSG-7' 15 112.2 90 11 323 10/22/86 North of Pad A FSG-5' 16 110.14 89 11 Test failed, See #325. 324 10/22/86 Northwest of Pad A FSG-2' 16 106.6 88 10 Test failed, See #326 Manhole #2 325 10/22/86 North of Pad A FSG-5' 15 118.0 95 11 Retest of #323 326 10/22/86 Northwest of Pad A FSG-2' . 114 113.3 93 10 Retest of #324 Manhole #2 Building Pad Area 327 10/22/86 Between Buildings K & L 18 17 1114.3 92' 11 Water Line Trench Backfill - 328 10/22 /86 West of Pad L . ' FSG-2' 13 104.3 86 10 Test failed Material removed 329 10/23/86 Northóf Pad B FSG-6' 11 96.8 . 80 10 Test failed, See #332 - . . Manhole #1 330 10/23/86 North of Pad B . FSG-8' ' 10 97.5 80 10 Test failed, See #331 Manhole #1 Notes: 1) "Compaction Curve No." refers to Table B.- Unless otherwise noted elevations shown are to nearest foot. - "FSG" denotes finish subgrade elevation. . . 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017778J Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet)• Curve, No. Remarks 331 10/23/86 North of Pad B FSG-8' 13 111.7 92 10 Retest of #330 . Manhole 41- 332 .10/23/86 North of Pad B FSG-6' 11 115.1 95 10 Retest of #329 Manhole #1 Building Pad Areas . 333 10/23/86 Building Pad K 18 114 113.4 93 10 334 10/23/86 Building Pad K 19 21 107.1 88 10 test failed, See #335 335 10/23/86 Building Pad K 19 14 112 14 93 10 Retest of #'s 244&334 336 10/23/86 Building Pad K 20(FSG) 11 117..b 96 10 337 10/23/86 Building Pad K 20(FSG) 8 109.7 90. 10 '338 10/23/86 . Betweeh Pads ,K & L 20(FSG) 10 115.3 95 10 339 10/23/86 Building Pad L 20(FSG) 15 112.6 93 10 340 10/23 /86 Building Pad L 20(FSG) 13 119.5 94 Planter Backfill . . 341 10/28/86 South of Pad D FSG-2' 7 116.2 96 10 = Building Pad Areas , . . .. . 342 10/29/86 Building Pad N 17 . 18 112.2 . .89 5 - Test failed - . Material removed Notes: 1) "Compaction Curve No. refers to Table B. Unless otherwise noted elevations shown are to nearest foot. . . . - "FSG" denotes finish subgrade elevation. - . 239-GE TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556_614 and/or ASTM D2922-78, ASTM D3017-78) • - Approximate Water Dry Degree of Test Elevation Content Density . Compaction Compaction No. Date of Test - Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 343 10/29/86 Building Pad M 18 17 113.2 90 344 10/31/86 Building Pad N 16 15 115.7 92 5 3145 10/31/86 Building Pad N 16 17 115.2. 91 5 346 11/1/86 Building Pad N 17 14 100.1 82 10 Test failed, See #348 347 11/1/86 Building Pad N 17 14 106.3 87. 10 Test failed, See #348 348 11/1/86 Building Pad N . * 17 13 - 112.3 92 10 Retest of #1s 346047 349 1 1 /1 /86 Building Pad N 17 8 108.8 90 10 350 1 1 /3/86 Building Pad N( 18 9 109.0 90 10 * Water Line Trench Backfill 351 11/3/86 Station 22+65 FSG-1' 14 109.0 90 10 - 352 11/3/86 Station 21+90 FSG-1' - 11 109.3 90 10 353 11/3/86 Station 19+50 FSG-1' 11 110.2 91 10 3514 1 1 /3/86 - Station 18+00 FSG-1' 14 112.0 92 10 355 11/3/86 Between Pads M & P , FSG 12 109.5 - 90 10 Service 356 11/3/86 Between Pads N & P FSG 12 109.5 90 10 Service S S •S• ----• .• - • - Planter Backfill 357 11/3/86 South, of Pad D - FSG - 11 112.4 93 10 Notes: - "Compaction Curve No. refers to Table B. - Unless otherwise noted elevations shown- are to nearest foot. - "FSG" denotes finish subgrade elevation. • • V. 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-7) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks Building Pad Areas 358 11/3/86 Building Pad N 19(FSG) 11 106.6 94 15 359 11/3/86 Building Pad N 19(FSG) 11 107.8 95 15 Water Line Trerkh Backfill 360 11/4/86 Station 17+00 FSG-1' 15 108 8 90 10 361 11/4/86 Station 16+00 FSG-1' 12 108.9 90 10 362 11/4/86 Station 15+00 FSG-1' 14 109.0 90 10 • . BuildingPad Areas • V 363 11/5/86 Building Pad N 19(FSG) 9 109.7 96 15 3614. 11/6/86 Building.Pad A • - 15 15 112.0 90 - 11 365 11/6 /86 Building Pad A • - 18(FSG') -13 121.1 95 7 366 11/6/86 Building Pad A 18(FSG) 10 117.3 92 7 367 11/6/86 Building Pad B 18(FSG) 12 120.3 94 7 368 11/6/86 Building Pad C 18(FSG) 11 123.4 97 - 369 11/6/86 Building Pad C 18(FSG) 14 .120.7 95 7 370 11/6/86 Building Pad D 19(FSG) 10 113 2 91 11 371 11/6/86 Building Pad D 19(FSG) 11 118 7 95 11 Notes: .1) "Compaction Curve No. refers to Table B. - • V Unless otherwise noted elevations shown are to nearest foot. V "FSG" denotes .finish subgrade elevation. . - V 239-6E TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78 ASTM D3017-78.) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 372 11/6/86 Bu'ilding Pad D 19(FSG) 10 119.1 93 7 373 11/6/86 Building Pad D 19(FSG) 11 118.1 93 7 374 11/6 /86 Building Pad E , 20(FSG) 7. 116.2 91 7 375 11/6 /86 Building Pad E 20(FSG) 7 112.1 90 11 376 11/6/86 Building Pad F 20(FSG) 10 119.9 96 11 377 11/6/86 Building Pad F , 20(FS.G) ' 11 111.5 90 11 378 11/6/86 Building Pad F 20(FSG) 11 ' . 116.6 94 11 379 . 11/6/86 Building Pad F . 20(FSG) 12 118.0 95 11 380 1,1/6/86 ' Building Pad G . 20(FSG) 11 1214.6 98 7 381 . 11/6 /86 Building Pad G - 20(FSG) 12 123.7 97 7 382 . 11/6/86 Building Pad H 19(FSG) 12' 120.8 95 , 7 383 11/6/86 ' Building Pad H 19(FSG) 12 123.2 97 , 7 384 11/6/86 Building Pad J 19(FSG) 7 112.3 90 11 385 11/6/86 Building Pad J . 19(FSG) 7 112.4 90 11 386 11/6/86 Building Pad J 18 15 121.7 ' 95 7 387 11/6/86 Building Pad H 18 15 1114.8 92 11 388 11/6/86 Building Pad G , 18 16 112.5 90 11 Notes: 1) "Compaction Curve No. refers to Table B. ' Unless otherwise noted elevations shown are to nearest foot. . "FSG" denotes finish subgrade elevation. ' 239-6E TABLE A - SUMMARY OF FIELD DENSITY. TEST RESULTS (ASTM D1556-614 and/or ASTM D2922-78, ASTM D3017L78j Approximate Water Dry Degree of Test . Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feét) () (pd) (%) Curve No. Remarks 389 11/6/86 Building Pad F 18 15 111.5 90 11 390 1116/86 . Building Pad E 19 12 1.12.5 90 11 391 11/7/86 Building Pad D 17 13 114.5 92 11 392 11/7/86 Building Pad C ' 16 13 114.4 92 11 393 11/7/86 Building Pad B 17 12 112.6 .90 11 394 11/7 /86 Building Pad B - 18(FSG) 9 114.4 92 11 395 11/7 /86 Building Pad M 16 11 115.5 93 11 396 11/7/86 Building Pad M 18(FSG) 8 109.9 96 15 397 11/7 /86 Building PadM 18(FSIG) 7 109.7 96 15 398 11/7/86 Building Pad Q 16(FSG) 11 119.4 94 7 399 11/7/86 Building Pad Q .. 16(FSG) 10 124.3 97 400 11/7 /86 Building Pad R 16(FSG) 10 122.0 96 7 401 11/7/86 Building Pad R 16(FSG) 10 124.2 97 . 7 402 11/7/86 16(FSG) 11 117.0 M3 6 403 11/7/86 BThI1InPiEiIIII? 16(FSG) 14 121.1 196 404 11/7/86 Building Pad T 16(FSG) 12 113.9 90 6 .405 11/7/86 Building Pad T 16(FSG) 13 126.3 99, 7 Notes: 1) "Compaction Curve No. refers to Table B. . Unless otherwise noted elevations shown are to nearest foot. "FSG" denotes finish subgrade elevation. 239-6E -, TABLE B LABORATORY COMPACTION TEST RESULTS (ASTM D1557-78) Compaction Maximum Optimum Test Description Source of Dry Density Water Content (Curve) No. of Material Material (cf) 1 SANDY CLAY (CL), On-site 119.14 . . 13.8 dark grayish brown 2 SANDY CLAY (CL), On-site 120.4 13.5 dark gray 3 SILTY CLAY (CH), On-site 109.4 17.1 dayk gray . . 4 SILTY-SANDY CLAY On-site 118.5 14.0 (CL), gray S CLAYEY SAND (SC), On-site 126.0 10.0 grayish brown 6 CLAYEY SAND (SC), On-site. 126.0 10.0 light yellowish brown 7 CLAYEY SAND. (SC), On-site 127.5 9.5 grayish brown 8 SILTY SAND (SM), On-site 121.0 12.4 • yellowish brown 9 CLAYEY SILT-CLAYEY On-site 124.7 10.5 SAND (ML-SC), gray 10 CLAYEY SAND (SC), On-site 121.5 . 11.7 . brown ii CLAYEY SAND (SC), On-site 124.5 10.5 tan . 12 WELL GRADED GRAVEL On-site 134.8 77 (GW), brown 13 SANDY CLAY-CLAYEY On-site 123.5 10.7 SAND (CL-SC), • -grayish -brown 14 WELL GRADED GRAVEL Import 140.0 • 6.1 (GW), gray, Class 2 • • Aggregate Base . 15 SILTY SAND (SM), Import 114.0 14.8 yellowish brown • • 239-6E TABLE C . RESULTS OF EXPANSION TESTS - .---Water- Content Sample Ihitial Before After Surcharge Test .No. & Depth Dry Density Saturation Saturation Pressure Swell Location (Feet). . (pcf) ..(%) (%) - .... (psf) (%) 10 Pad K-L FSG 120.7 2.1 , ,22.1 1414 1.5 .11 Pad M FSG 113.5 14.1 25.3 144 5.8 12 Pad Q FSG 131.0 2.7 16.0 144 3.7 13 Pad R FSG 1339 66 2h8 - -144 -.4.6 14 Pad'S FSG 128.9 5.8 - 21.9 . 1144 2.5 15 Pad T FSG 131.3 5.7 17.9 , 144 2.4 TABLE D - . RESULTS OF U.B.C. EXPANSION' INDEX TESTS Molding Initial . ., • Sample . Moisture Dry Depth Content , Density Expansion Location (Feet) Soil Type (%) (pcf) Index ' Pad M FSG SILTY SAND 9.3 110.2 2 (SM) .. .• -' • . a a Robert R. Prater, CE. l94298O ROBERT PRATER ASSOCIATES Consulting Soil. Foundation &Ge6logidol Engineers Wm. David Hespeler, C.E. November 11, 1986 239-6E, 71478 Hughes Investments 2 Corporate Plaza Suite 250 Newport Beach, California 92660 Attention: Mr. Brian McConnell Re: Building Pad Elevations North County Plaza Carlsbad, California Gentlemen: In accordance with your request we are providing earthwork observation and testing services for the subject shopping center. We previously performed ,a geotechnical investigation for the 'entire site the results of which were presented in our report titled "Preliminary Geotechnical Investigation, North County Plaza, Carlsbad-Oceanside, California," dated April 30, 1982. In our original report dated April 30, 1982, we indicated that it was our opinion that with the exception of the areas presently denoted as Building Pads P through T, diffential settlements of relatively light one and two-story structures with a finish floor elevation in general not exceeding +19 would be within tolerable limits. The finish floor elevations indicated on the site specific grading plans dated June 16, 1986 for the various building pads were set with our concurrence based on our understanding of the loading history of various portions of the site. In addition, Building Pads K and L have been combined at a finish foor elevation of +21 with our concurrence. 'It is our opinion that differential settlements of the proposed buildings with finish floor elevations not exceeding those indicated above should be within tolerable limits (less than 1/14 inch in 20 feet angular distortion). Our services consist of professional opinions ,and i-ecommendtions made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. '• ''. :- . - If you have any questions, please call. Very truly yours, vi ?4 ROBERT PRATER ASSOCIATES No. 26222 :\\\ Exp.3'3190 Addressee (3) SGPA Planning & Architecture, Attn:. Mr. Geoff Reeslund (3) Pickard Architects, Attn: - Mr. David Pickard (1) ' 10505 Roselle Street, Son Diego, California 92121 (619)453-5605 Wm. D. Hespr, C.E. WDH:lf Copies: ROBERT PRATER ASSOCIATES Robert R. Prater, C.E. 1942-1980 I - Consulting Soil, Foundation & Geological Engineers Wrn. David Hespeler, C.E. I February 24, 1986 239-6D, 7025 Hughes Investments 2 Corporate Plaza, Suite 250 Newport Beach, California 92660 Attention: Mr. Tom Purcell Re: Update Report North County Plaza Carlsbad Tract 85-2 Carlsbad, California Gentlemen: In accordance with your request we'have prepared this update report for the site describing our previous work at the site, existing site conditions, and a general description of work remaining from a geotechnical standpoint to complete the site grading. Our evaluation and conclusions are based on the presently proposed development of one and two-story buildings at the locations and finish 'floor elevations shown on the grading plans prepared by George S. Nolte and Associates dated October 21, 1985. We originally performed a preliminary geotechnical investigation for the entire North County Plaza site the results of which were presented in our report dated April 30, 1982. In that report we addressed the general site conditions and provided preliminary recommendations for earthwork and foundations. In general, we concluded that with the exception of two areas identified adjacent to Marron Road and Jefferson Street, the site should be suitable for the support of one and two-story buildings, with finish floor elevations not exceeding +19, on conventional footing foundations bearing on recompacted fill mats. The areas noted along Marron Road and Jefferson Street (present Building Pads P, Q, R, S, and T') would require surcharging (pre-loading) in addition to recompaction of fill mats. During the period of September 30 through November 17, 1982, we provided earth- work observation and testing services for an initial phase of site grading. The purpose of this grading was to install some drainage facilities and prepare the site to receive imported fill material from the Buena Vista Lagoon. The - results of our work were presented in a report dated November 30, 1982. Subse- quent to this grading the site was covered with material from .the lagoon in mid 1983. The lagoon material was end-dumped and leveled off with an average thickness of about 3 feet. 10505 Roselle Street, San Diego, California 92121 (714) 453-5605 February 24, 1986 239-6D, 7025 Page We performed a foundation investigation-: for the building sites now designated P through T, the results of which were presented in our report titled "Foundation Investigation, North County Plaza, Buildings 1 through 5, Carlsbad, California," dated August 16, 1983. These are the building sites which were within the areas designated as requiring surcharging in our original 1982 report. In this report we provided detailed recommendations for earthwork (including surcharging) and foundations for these building sites. During the period of October 3 through November 8, 1983, we provided earthwork observation and testing services in connection with the removal and recompac- tion of fill mats and surcharging for the building pads now designated P through T. The, results of this work were presented in our report dated November 28, 1983. Settlement monuments were installed on the pads during this work and monitored until late 1985. During October and November 1985 we provided earthwork observation and testing services in connection with the removal of the surcharge fill on the building pad currently designated lip" and placing about 1/2 foot of non-expansive compacted fill soil to bring the pad to about elevation +18.5. The surcharge soils were placed in future pavement areas and not compacted at that time due to their wet condition. As indicated in our report dated November 19, 1985, it is our opinion that this pad is now suitable for construction of the proposed building. As of this date the following work remains to be completed at the site prior to the construction of buildings, pavements, and other improvements as presently planned. Detailed recommendations for the remaining work were presented in our April 30, 1982, report and remain applicable to the site development. Building Pads Q through T Removal of the surcharge fills and the placement of 1/2 to 1 foot of compacted, non-expansive, fill soil to attain the finish pad subgrade. Building Pads A through H and J through N Removal of the import fill soil from the Buena Vista Lagoon and the removal and recompaction of the underlying older fill. This work will probably require mining of some of the older existing fill in non-building areas to bring the building pads to the planned subgrade elevations. The imported soil from the lagoon should only be re-used in non-building areas. The building finish floor elevations in these areas which exceed the originally recommended elevation of +19, were approved by usfrom a foundation standpoint because of past loading history in the various areas. All Non-Building Areas The imported fill soil from Buena Vista Lagoon has not been compacted to the recommended 90 percent as of this date. •All of these materials should be dryed to a water content that will allow compaction and removed and recompacted in all non-building areas. . February 24, 1986 239-61), 7025 Page 3, For the project completed in accordance with our recommendations, we estimate. that total settlements in any of the building areas will not exceed about 4 inches over a period of about 20 years. . Of this amount we estimate that 1-1/2 inches will occur throughout the entire site independent of loading conditions (including non-building areas). Although this amount of settlement is rela- tively large for most sites, it is not unusual for similar sites with deep deposits of compressible clay. The threshold for architectural damage for the types of construction proposed are generally considered to he about 1/4-inch of post-construction differential settlement in 20 feet horizontally. This corresponds to an angular distortion of 0.001 radians. In our opinion, the anticipated angular distortion should be les than this amount. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES Wm. D. Hespeler, E No. 26,222 WDH:ls Copies: Addressee (2) SGPA Planning & Architecture, Attn: Mr. Geoff Reeslund (2) George S. Nolte & Associates, Attn: Mr. Jim Hettinger (3) w/enclosures Union Bank, Real Estate Appraisal Dept., Attn: Mr. John Atwell (1) w/enclosures November 28, 1983 239-6C, 5481 Hughes Investments 2 Corporate Plaza, Suite 250 Newport Beach, California 92660 Attention: Mr. Tom Purcell Re: Earthwork Observation and Testing Services Buildings 1 through 5 North County Plaza Carlsbad, California Gentlemen: In accordance with your request, we have provided earthwork observation and testing services in connection with the subject building pad construction. We previously performed a foundation investigation for the building sites the results of which were presented in our report dated August 16, 1983. During the period of October 3 through November 8, 1983, our representatives were present at the site to observe the earthwork operations, and to provide' field density testing services.. The results of the field density and labora- tory compaction tests are presented in the attached Tables A and B, respec- tively. The approximate locations of the field density tests are shown on the attached Site Plans, Figure 1' and .2. Based on our observations and the attached test results it is our opinion that the following items of work were satisfactorily completed in accordance with the recommendations of the.foundation investigation report.' ' 1) 'Removal and recompaction of the existing fill materials beneath the building pad areas. • • ' ' 2), The placement and compaction of additional fill soils on the building, pads up to. the finish subgrade elevations. ' 3) The placement of surcharge fills on the building pad' areas.. ' During the removal of existing fill materials beneath building pads 2 and 3, ground' water was encountered at some locations ranging from elevations '8 to 11 feet. In those areas where relatively shallow ground water was encountered the excavations were terminated above the planned removal depth of elevation 8 and the wet areas bridged with dryer on-site fill soils. Accordingly, 90 percent , ' I . November 28, 1983 239-6C, 5481 Page -b-- ROBERT PRATER. ASSOCIATES Robert R. Prater, C.E. 1942-1980 rti cempaction 01 areas and in o9eier, C.E. lying bridging material as referenced by Test Nos. 1, 2, 3, 5, 28, 29, 37, 38, ard 39. It is our opinion, however, that due to the sandy nature of the existing fills left in-place, the near saturated to saturated conditions, and the surcharge loads placed on the building pads, that consolidation of the lower fills where a minimum of 90 percent was not achieved will occur during the planned surcharge period before construction begins and not result in excessive differential settlement of the proposed commercial structures. As the mass grading progressed the existing fills encountered ranged from relatively clean silty sands to clayey sands and sandy clays. Due to abrupt, changes in the quality of the fill material, a restricted time schedule, and the potential for rain, selective grading was not feasible. Accordingly, some of the more clayey fill material was placed at the finish subgrade elevations for pads 2 and 3. In order to evaluate the expansion potential of the more clayey near surface soils, hand driven tube samples were obtained and returned to our laboratory for testing. The results of these tests are summarized in the attached Table C. The test results indicate that the more clayey fills placed have only a low potential for expansion and will not require remedial measures after removing the surcharges. The borrow area used to obtain fill material for the building pads (see Figure 2) was left open and graded to drain to the existing storm drain on-site. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES Wm. D. Hespel , RCE No. 26,222 WDH:Is Attachments Copies: Addressee (3) Collins General Contractors, Attn: Mr. Mickey Carhart (1) SGPA Planning & Architecture, Attn: Mr. Ron Roberts (1) • George S. Nolte & Associates, Attn: Mr. Stuart Peace (1) S., 10505 Roselle Street San Diego California 92121 (679) 453-5605 I I /4 4 _ew Or I *- 1-' I' - I - 1 //w D096C EK - - --_- CR '5 I, .rA 'f .--.....S-----.. -f / a"- . -- EN or u - - rjOJ4 - -.r %. j -Or Ir9 ' w_/-' -I1iI1IE - WL 4 13P 1 !.tfAv).r 1(/9J .. 7.Y \ 20,21. I ' ' 11 15.6 ^CZLC72,Z 'A 13• 22 9 . 1 .- • .. I Wi i9V7 119 5jf6w1f(5;'51v 6 / -- - 16 17.J 15. - L /Te /NLT Ta .IVL6 D - UIIIT(JN5 / 18• fl70 M J . N7X/J7 TTi '&' .. •:. .q : ::..... -Ix r :.•: - rG ease - / mx3~, IJNE 5IE S47 24jj '1 IMTc r •' , . •' . . .,. . . .. .. . . . . . . . . I Approximate Scale (Feet) LEGEND S S 5 50 100 200 18 • Indicates approximate location of field density. test. . S Base: A surcharge plan by George S. Nolte &Associates, Sheet 1 of 2, dated 9/7/83. IT - : AI 360 65 37 ow V. \ N Borrow a - I \ \ \ \ —\ 580 8 54 i4 0 e , !&$f V 33,34 66e' •.-\\ y . / -53 0 - k 1X C.7 06. \N lj Y 15.8 ') 47 \Surcharge 3N .:• -. . ___ go /49 j _____ 17.0 t~\ \MEN )0. , 63 18 N - b7 64.746, I 4 -____ / - •. 2 /- . •.o £9 .N ' . - ' 1 •j /_ 0thY r ADr)roxi rnat e (Feet) 260 50 4.5 Ir 1160 pal r ) / NNNN LEGEND - - — I 1 • Indicates approximate location " of field density test. SITE PLAN ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers Carlsbad, California Base: A surcharge plan by George S. Nolte & Associates, Sheet 2 of 2, dated 9/7 /83. . __ PROJECT NO. DATE Figure 2 239-6C November 1983 239-6C • TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS '(ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) . - Approximate Water Dry Degree of Test. Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 1 '10/06/83 - Surcharge Area .3 . 9 19 106.1 84 ' 1 Test. Accepted. 2: -. . 10/06/83 .- Surcharge Area 3 9 ' 17 108.2. 86 '- 1 Test Accepted 3 . •, '. 10/06/83 , Surcharge Area 3. . 9 ' 17 107.5 85. '-, 1 , Test Accepted .4' . '. 10/06 /83. • Surcharge 'Area 3 11 15 110.9 88 . .1 Test failed, see 5 ' '.,' .. 10/06183 Surcharge Area' 3. 10 15 , 111.9 ' 89 1 Test Accepted 6 10/06/83 Surcharge Aréa'3 ' . 13 14 114.0 90 ' 1 7 10/06/83 Surcharge Area 3 11 13 113.5 90 1 Retest of t4,- .8: 10/06/83 Surcharge Area 3 12 16 113.4 90 1 9. - 10/06/83 Surcharge Area 3 ' , 14 ' 16 .113.0 90 -.10..:., . 10/06/83 . Surcharge Area 3 16 ' 14 ' ' 117.2 ' 93 11 . ' ,' 10/06/83 ' Surcharge Area 3 ' I ' 16 • 16 113.5 '90- 12. 10/08/83 Surcharge Area .3 - - ' 18 , • 15 - 114.8 91 ' , 1 13..:.. 10/10/83 Surcharge Area 1 ' 10 15 114.4 14 " : 10/10/83 'Surcharge Area 1 ' 10 . 20. 108.6 • 86 -. .1' Test failed, see #15 15 '.': 10/10/83 Surcharge Area 1 . 10 - 15 115.9 '-. 92 - .1 Retest of #14 6-' '10/10/83 Surcharge Area 1 12 ' , 15 115.1 91 ' 1 17 •. , 10/10/83 ..Surcharge Area 1 ,. , 12 16 - 114.3 91 Notes: 1) "Compaction Curve No. refers to Table B. • ' - 2) Unless otherwise noted' elevations shown are to nearest foot. ' 239-6C TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 18 10/11/83 Surcharge Area .1 13 15 113.14 90 1 19 10/11/83 Surcharge Area 1 14 12 112.9 90 1 20 10/11/83 Surcharge Area 1 14 15 112.6 89 1 Test failed, see #21 21 10/11/83 Surcharge Area 1 114 114 114.4 91 1 Retest of #20 22 10/11/83 Surcharge Area 1 16 15 115.1 91 1 23 10/11/83 Surcharge Area 1 16 13 115.5 92 1 24.:.10/12/83 Surcharge Area 2 10 17 112.8 90 1 25 10/12/83 Surcharge Area 2 11 20 109.5 87 1 Test failed, see #27 26 10/12/83 Surcharge Area 2 10 16 116.4 92 1 27 10/12/83 Surcharge Area 2 11 16 116.4 92 1 Retest of #25 28 10/13/83 Surcharge Area 2 10 18 106.14 88 6 Test Accepted 29 10/13/83 Surcharge Area 2 11 15 107.0 89 6 Test Accepted 30 10/13/83 Surcharge Area 2 12 15 108.1 90 6 31 10/13/83 Surcharge Area 2 13 19 104 8 87 6 Test failed, see #514 32 10/13/83 Surcharge Area 2 15 17 112.1 93 6 33 10/13/83. Surcharge Area 2 13 19 102.9 85 6 Test failed, see #314 34 10/13/83 Surcharge Area 2 13 15 113.8 90 1 Retest of #33 Notes 1) "Compaction Curve No " refers to Table B 2) Unless otherwise noted elevations shown are to nearest foot 239-6C TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-611 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test . . Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) . (pcf) (%) Curve No. Remarks 35 ... . 10/14/83 Surcharge Area 2 11 - 16 111.8 92 3 36 . 10/14/83 Surcharge Area 2 . . 11 20 109.8 91 3 - 37 10/14/83 Surcharge Area 2 11 . .18 102.7 85 . 6 Test Accepted 38 . 10/17/83 Surcharge Area 2 10 15 106.9 89 6 - Test Accepted 39 10/17/83 . Surcharge Area 2 11 14 . 106.2 88 . 6 Test Accepted 40 . . 10/17 /83 Surcharge Area 2. 13 15 115.2 . 96 6 . . 41 10/18/83 Surcharge Area 3 . . 9 22 103.1 90 . •8 142 . . 10/18 /83 Surcharge Area 3 . 11 19 104.1 91 . 8 43:i 10/18/83 Surcharge Area 3 13 . 17 109.7 91 7 . 10/18/83 Surcharge Area 3 13 19 106.1 88 .: 7 . Test failed, see #71 45.: . 10/18/83 Surcharge Area 3 14 17 110.1 91 7. . . . 46 . . 10/18 /83 Surcharge Area 3 14 . 20 106.7 - 88 7 . Test failed, see :. 10/19/83 . Surcharge Area 3 . 10 16 .109.5 91 . 6 . . . . 48. 10/19/83 Surcharge Area 3 . . 11 12 107.9 90 6 . 10/19/83 Surcharge Area 3 . . 12 18 109.2 90 7 - . .. .. 50 . 10/19/83 .. Surcharge Area 3. 111 13 . 116.4 92 . 1 Retest of #46 51 . . 10/19/83 . Surcharge Area 3 13 17 110.9 92 7 . Notes: 1) "Compaction Curve No." refers to Table B. . . 2) Unless otherwise noted elevations shown are to nearest foot. . . 91 1 90 . 95 6 96 6 97 .• . 6 239-6C TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test . . . Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 52 10/20/83 Surcharge Area 2 12 20 108.8 90 6 53 10/20/83 Surcharge Area 2 13 16 113.7 94 6 54: . 10/20/83 Surcharge Area 2 12 19 107.9 90 6 Retest of #31 55 10/20/83 Surcharge Area .2 13 17 111.2 92 6 56 10/20/83 Surcharge Area 3 12 19 102.6 90 8 57 10/20/83 Surcharge Area 3 9 16 111.8 93 6 58 10/20/83 Surcharge Area 2 15 16 111.6 92 7 59 H 10/21/83 Surcharge Area 2 17 (FSG) 15 114.9 9.1 1 60 10/21/83 Surcharge Area 2 17 (FSG) 14 113.8 90 1 61 10/21/83 Surcharge Area 2 . 17 (FSG) 13 116.7 93 1 62 .. 10/21/83. Surcharge Area 2 16 19 .108.9 . 90 7 63 10/21/83 Surcharge Area 3 12 14 114.3 64. 10/25/83 Surcharge Area 3 14 15. 113.9 65 10/26/83 Surcharge Area 1 17 (FSG) 14 114.2 66.. . 10/26/83 Surcharge Area 1 17 (FSG) 14 115.4 67 10/26/83 Surcharge Area 1 17 (FSG) 13 116 3 68 10I7I3 Surcharge Area 3 16 17 109.1 . 90 . 7 Notes: 1) "Compaction Curve No." refers to Table B. . . . . Unless otherwise noted elevations shown are to nearest foot. . . "FSG" denotes finish subgrade elevation. . ... .. g 239-6C TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM 'D 1556-64 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No Date of Test Test Location (Feet) (%) (pcf) (%) Curve No Remarks 69 . 10/27 /8 3 ,Surcharge Area 3 16 19 106.5 88 7 Test failed, see #72 70 10/27/83 Surcharge Area 3 15 13 113.7 94 71 10/27/83 Surcharge Area 3 13 19 109.9 91 7 Retest of #44 72 10/28/83 Surcharge Area 3 16 17 111.6 92 7 Retest of #69 73 10/28/83 Surcharge Area 3 17 13 110.3 91 7 711 10/28/83 Surcharge Area 3 18 14 111.0— 92 7 75 10/28/83 Surcharge Area 3 19 (FSG) 16 113 ..2 94 7 76 10/28/83 Surcharge Area 3 19 (FSG) 19 109.9 91 7 77 10/28/83 Surcharge Area 3 19 (FSG) 18 106.9 88 7 Test failed, see #78 78 11/02/83 Surcharge Area 3 19 (FSG) 17 108.6 90 7 Retest of #77 79 11/02/83 Surcharge Area 3 19 (FSG) 16 113 6 94 7 Notes: 1) "Compaction Curve No. refers to Table B. - Unless otherwise noted elevations shown are to nearest foot "FSG" denotes finish subgrade elevation • 239-6C. • '. TABLE . LABORATORY COMPACTION TEST RESULTS (ASTM D1557-78) Compaction . . Maximum Optimum Test Description Source of Dry Density Water Content (Curve) No. of Material Material (pcf) (%) 1 CLAYEY SAND (SC), On-site. 126.0 10.0 light yellowish brown 2 CLAYEY SAND (SC), 0n-site 127.5 9.5 gray . 3 SILTY SAND (SM), Onsite 121.3 8.6 0 - grayish brown 0 14. CLAYEY SILT-CLAYEY On-site 124.7 . ' 10.5 SAND .(ML-SC), gray . S : 5 SANDY CLAY-CLAYEY On-site,..123.5 • 10.7 . SAND (CL-SC); gray- grayish-brown • 6'CLAYEY SAND (SC), On-site. 120.4 12.7 gray, . • 0 • 7. SILTY SAND (SM), • On-site. . 121.0 • :12.4 . • - • S 5 yellowish brown 8 • SILTY-SANDY CLAY On-site 114.0 - 15.5 • . . 0 (CL), gray S • .5. •••• : S - •.. -. . S S • S - . S S -. •. - - . - .- - -- 239-6C TABLE C. . 55 RESULTS OF EXPANSION TESTS-. .5 .. Water content Water Content S Before After ' Surcharge . . Saturation , • Saturation Pressure Swell . Sample No. Pad Elevation.. (%) (psf) (%) 1 2 17 (FSG) 14 21 144 1 9 2 2 17 (FSG) 14 21 144 1.2 - •: 2 17 (FSG) 13 .. 18 . 144 3.1 -. • 4 3 • 19 (FSG) - 16. 17 144 1.0 5 3 19 (FSG) 14 17 S.. 144 5' 2.9 'S * ....- S • S ( S S .5 5. . . ) 8 c. H j t - ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers Robert R. Prater, C.E. 1942-7980 Wm. David Hespeler, C.E. November 30, 1982 239-613, 4878 Hughes Investments Two Corporate Plaza, Suite 250 Newport Beach, California 92660 / Attention: Messrs. Bill Hughes and Tom Purcell , Re: Earthwork Observation and Testing Services - North County Plaza 'State Highway 78 and Marron Road Carlsbad-Oceanside, California Gentlemen: - In accordance with your request we are providing earthwork observation and testing services in connection with the subject project. We previously per- formed a preliminary geotechnical investigation for the project the results of which were presented in our report titled 'Preliminary Geotechnical Investiga- tion, North County Plaza, Carlsbad-Oceanside, California," dated April 30, 1982. During the period of September 30 through November 17, 1982, our representa- tives were present at the site to observe the earthwork operations and to provide field density testing services for, the initial phase of the grading operations. The results of the field density and laboratory compaction tests are presented in the attached Tables A and B, respectively. The approximate locations of the field density tests are shown on the attached Site Plans, Figures 1, 2, and 3. In addition, twenty, "settlement monuments were installed at the locations designated on the plans. The devices are being monitored to aid, in further evaluating the settlement characteristics of the deep compress- ible soil, deposits underlying the site. , Based on our observations and the attached test results, it is our opinion that the following items of work were satisfactorily completed in accordance with the recommendations of the geotechnical investigation report: The initial mass grading operations as referenced by Test Nos. 1-25, 39-143, 46-147,' 49, and 51-514. Storm drain trench and structure backfills as referenced by Test Nos. 26-38, 44-145, 48, 50, and 55-79. - 10505 Roselle Street Son Diego, California 92121 • (679) 453-5605 November 30, 1982 239-613, 11878 Page 2 Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or . implied. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES J n A. LaBar, RCENo. 22,385 JLB:ls Attachments Copies: Addressee (3) • SGPA Planning & Architecture, Attn: Messrs. Ron Roberts and Geoff Reeslund (1) Collins General Contractors, Attn: Mr. Mickey Carhart (1) 1 — DW .- - e r1WA I td-1 /N5T4LL7O'-ôL 'INC 1 C °/Pc4'Po2 . ç aj 14 OTO ,30 \ JII - \ 60 9 I ..\ ..-.• .. 11 ;54 :-, I/J \ !so4 éLE ,16.0 I r 3 1:2W -- v/G.A 65VA,,- - - V 1 . .- Approximate Scale (Feet) I -I 1'IV8 i --- 0 50 100 200 . I . . . LEGEND 36 • Indicates approximate location of field density test. .SlTE PLAN NORTH COUNTY PLAZA - -. - ROBERT PRATER ASSOCIATES - - Oeanside/Cadsbad California - . - Consulting Soil. Foundation 6 Geological Engineers - - Base A preliminary grading plan for North County Plaza by George S Nolte & J PROJECT NO DATE Figure Associates, Sheet 1 of 2, dated 9/22/82. . I 239-6B November 1982 g / I-) I J- / - I t ,ro - --oE cwi ----—MA -—°— N /5$t 6ED 70,VA50 SW DIST I'S774 5W/47,bY c,q-r ro /0 P/P /81'/& _-_------- - ---;. cRE < '6051, WOO 00 :7 It __ _ 719VCA7 4- 17594 wal / '5 6, 56 - 8 ,. L 6 - 4 0 ;•i . :. :- /IN 67p :T5//j&fTTOgEWPI46EéD I "\ ) TO M667 W47M 2. 78,793. r&-17eo N Approximate Scale (Feet) LEGEND 0 50 100 200 1 • Indicates approximate location of field density test. -. - SITE PLAN - - ROBERT PRATER ASSOCIATES - - NORTH COUNTY PLAZA - - Consulting Soil. Foundation & Geological Engineers Carlsbad, California Base: A grading plan for North County Plaza by George S. Nolte & PROJECT NO. DATE ure 2 Associates, Sheet 1 of 2, dated 7/28/82. 239-6B November 1982 Fig I - _F_ Ft Approximate Scale (Feet) 0 50 100 200 LEGEND 13 • Indicates approximate location of field-density' test. Base: A grading plan for North County Plaza by George S. Nolte & Associates, Sheet 2 of 2, dated 7/28/82. 239-:613 TABLE A - SUMMARY 0F FIELD DENSITY TEST RESULTS (ASTM D1556-614 and/Or ASTM D2922-78, ASTM D3017-78) Anoroximate Water Dry Dearee of Test Elevation Content Density Compaction Compaction No. Date of. Test - Test Location (Feet) (%) (pcf) (%) Curve No. Remarks • MassGrading 1 10/6/82 South Side - Northwest Corner 15 10 109.5 90 3 2 10/6/82 South Side - Northwest Corner 15 10 108.9 90 3 3 10/6/82 South Side - Center 15 9 111.5 92 3 14 10/6/82 South Side - E. of Marron Rd. 12 11 115.0 90 2 5 10/6/82 South Side - E. of Marron Rd. 12 11 115.6 91 2 6 10/7/82 South Side - Channel 13 11 108.7 90 3 7 10/7/82 South Side - Channel 12 8 112.3 93 3 8 10/7/82 South Side - Channel 12 9 113.5 90 1 9 10/8/82 South Side - Channel 114 10 108.6 90 3 10 10/8/82 South Side -'Channel 14 10 110.1 91 • 3 11 10/8/82 South Side - Channel 15 12 104.0 • 86 3 Test failed, see #12 12 10/8/82 South Side,- Channel 15 10 109.4 90 3 Retest of #11 13 10/8/82 South Side - E of Marron Rd 14 11 109.0 90 3 114 10/8/82 South Side - E. of Marron Rd. 14 13 111.5 92 3 15 10/8/82 South Side - E of Marron Rd..14 8 109.4 90 3 16 10/8/82 South Side - Center 15 • 7 110.3 91 3 Notes: 1) "Compaction Curve No." refers to Table B. 2) Unless otherwise noted elevations shown are to nearest foot. 239-GB TABLE 'A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-611 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of 'Test ' ' Elevation Content Density Compaction Compaction No. Date of Test Location (Feet) -Test (%) (pcf) (%) Curve No. Remarks 17 10/8/82 South Side - Center , 16 8 109.4 90 3 18 10/8/82, South Side - Center 15 8 ' 108.7 90 3 19 10/12/82 South Side - Channel 16 6 109.3 90 3 20 . . 10/12/82 South Side - Channel 16 8 109.4 90 3 21 10/12/82 South Side - Channel 15 7 108.7 90 3 22 10/12/82 South Side - Channel 15 8 109.3 90 3 23 10/12 /82 South Side' - E. of Marron Rd. 16 12 109.7 90 ' ' 3 24 10/12/82 South Side - E. of Marron Rd. 16 , 11 110.9 91 '3 25 10/12/82 South Side -.E. of. Marron Rd. 16 12 110.1 91 3 Storm Drain Trench Backfill ' .26 ' 10/15/82 Twin 48" C.S.P. Sta.-1-s-50 10 15 104.7 96 ' 4 • ' 27 10/15/82 Twin 48" C.S.P. - Sta. 1+80 '° 8 ' 16 104.4 96 ' 4 • 28 10/18/82 42" C.S.P. - Station 0+85 8 ' . 15 101.5 ' 93. • 14 29 . 10/18/82 42" C.S.P. - Station 3+00 7 • 18 100.6 92 4 30 '10/18/82 42" C.S.P. - Station 1+60 10 , 20 102.2 94 3 Test failed, see #33 31 10/18/82 Twin 48" C-.S.P. - Sta. 0+70 13 , 13 110.7 88 1 Test failed, see #34 32 10/18/82 Twin 48" C.S.P. - Sta. 2+30 12 12 113.4 90 1 ' Notes: '1) "Compaction Curve No." refers to Table B. • • , .. 2) Unless otherwise noted elevations shown are to nearest foot. 239-613 - TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017'-78). Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test - Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 33 10/18/82 42" C.S.P. - Station 1+60 10 14 112.1 92 3 Retest of #30 34 10/18/82 Twin 48" C.S.P. - Sta. 0+70 13 13 '113.8 90 1 •' Retest of #31 35 10/19/82 Twin 48" C.S.P. - Sta. 2+80 14 .9 114.9 91 1 , Sand Cone 36 10/19/82 42" C.S.P. - Station 3+20 12 9 . 113.3 90 . 1 Sand Cone 37 10/19/82 Twin 48" C.S.P. - Sta. 0+40 14 9 111.8 92 3 Sand Cone 38 10/19/82 42" C.S.P. - Station 0+60 14 10 114.3 91 1 MassGrading . 39 10/19/82 South Slope of North Side 13 8 108.7 90 3 ' 40 10/19/82 . South Slope of North Side 13 , 8 109.4 90 3 41 10/19/82 South Slope of North Side 15 : 9 110.0 91 3 42 10/19/82' South Slope of North Side 15 9 . 108.8 90 43 10/19/82 South Slope of North Side ' 15 9 109.1 90 ' 3 ' StormDrainTrenchBackfill ' 44 10/20/82 42" C.S.P. - Station 1+20 15 9 114.9 91 ' 1' , 45 ló/20/82 '$2" C.S.P. - Station 2+30 15 9 116.4 92 1 MassGrading 46 10/20/82 South Slope of North Side iLl 8 ' 104.6 86 3 Slope Face. Notes: 1) "Compaction Curve No." refers to Table B. 2) Unless otherwise noted elevations shown are to nearest foot. 239-6B TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 47 10/20/82 South Slope of North Side 14 8 103.3 85 3 Slope Face Storm Drain Trench Backfill 48 10/20/82 Twin 48" C.S.P. - Sta. 1+70 FSG 9 115.0 91 1 Sand Cone Mass Grading 49 10/20/82 North Side - Center 18 (FSG) 9 113.5 90 1 Sand Cone Storm Drain Trench Backfill 50 10/20/82 42" C.S.P. Station 1+90 FSG 9 113.3 90 1 Sand Cone Mass Grading 51 10/20/82 South Side - Center S 17(FSG) 11 108.7 90 3 52 10/20/82 South Side. - E. of Marron Rd. 18 (FSG) 12 110.6 91 3 53 10/20/82 South Side - Center 16 (FSG) 11 111.0 92 3 54 10/20/82 South Side - Northeast Corner 16(FSG) 12 109.0 90 3 Storm Drain Trench Backfill 55"10/21/82 30" C.S.P., - Station 6+25 FSG-6' 12 114.5 90 2 56 10/21/82 30" C.S.P. - Station 4+50 FSG-4' 9 109.2 90 3 57 10/21/82 24" C.S.P. - Station 2+75 FSG-2' 12 109.51 90 3 58 10/21/82 18" C.S.P. - Station 0+50 FSG 9 108.8 90 3 Notes: "Compaction Curve No. refers to Table B. S Unless otherwise noted elevations shown are to nearest foot. "FSG" denotes finish subgrade elevation. 239-6B • TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or: ASTM D2922-78, ASTM D3017-78) • Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date Of Test Test Location - (Feet) (%) (pcf) (%) Curve No. Remarks 59 10/21/82 18" C.S.P. - Station 2+25 FSG-1' 11 109.6 90 3 60 10/21/82 24" C.S.P. - Station 0+75 FSG 9 110.3 91 3 61 10/21/82 24" C.S.P. - Station 2+25 FSG 10 109.2 90 3 62, 10/21/82 30" C.S.P. - Station 4+00 FSG-2' 11 109.14 90 3 63 10/21/82 30" C.S P - Station 5+50 FSG-14' 11 114.8 90 2 64 10/22/82 30" C.S.P. - Station 6+50 FSG-2' 13 110.4 91 • 3 65 10/22/82 30." C.S.P. - Station 4+75 FSG 11 111.3 92 3 66 • 10/25/82 36" C.S.P. - Station 7+50 FSG-5' 13 114.9 90 2 • 67 10/25/82 55 36" C.S.P. - Station 8+25 FSG-3' 10 1114.3 90 2 68 10/25/82 36" C.S.P. - Station 8+50 FSG-1' 12 115.5 91 2 69 10/26/82 Type G Catch Basin - 30" FSG-2' 10 108.9 90 3 and 24" C.S.P. . . 70 .10/26/82 Type G Catch Basin - 30" FSG 11 • 110.2 91 3 and 24." C.S.P. . 71 10/26/82 Type A Clean Out Box -'.42". FSG-6' 7 108.8 90 • 3 • : • S • • • 72 • 10/26/82 Type A Clean Out Box - 142" FSG-4' 10 • 113.5 90 • 1 • • C.S.P. • 73 10/26/82 Twin 48" Clean Out Box FSG-5' 10 113.1 90 1 • • • • Notes:-.1) "Compaction Curve No." refers to Table B. • • - 2) Unless otherwise noted elevations shown are to nearest foot. 3) "FSG" denotes finish subgrade elevation. 2396B TABLE A - SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64. and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction No. Date of Test - Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 74 10/27/82 Type A Clean Out Box - 42" FSG-2' 8 113.9 90 1 Sand Cone C.S.P. 75 10/27/82 Type A Clean Out Box - 42" FSG 11 113.0 90 1 C.S.P. 76 10/27/82 Twin 48" Clean Out Box FSG-3' 9 114.9 91 1 77 10/27/82 Twin 148" Clean Out Box FSG-1' 9 113.8 90 1 Sand Cone 78 11/15/82 Type G Catch Basin - 36" FSG-3' 17 99.7 78 2 Test failed, see #79 and 30" C.S.P. 79 11/17/82 Type G Catch Basin - 36" FSG-3' 13 114.2 90 2 Retest of #78 and 30" C.S.P. Notes: 1) "Compaction Curve No." refers to Table B. Unless otherwise noted elevations shown are to nearest foot. "FSG" denotes finish subgrade elevation. 239-613 S . TABLE B , LABORATORY COMPACTION TEST RESULTS (ASTM 13155748) Compaction Maximum Optimum Test Description Source of Dry Density Water 'Content (Curve) No. of Material Material (pcf) ' (%) 1 CLAYEY SAND (SC), On-site 126.0 10.0 grayish brown 2 CLAYEY SAND (SC), On-site - 127.5 '. 9.5, • grayish brown 3 , SILTY SAND (SM), On-site 121.3 8.6 • grayish brown 4 SILTY SAND (SM)', Import 109.0 ' 14.3 gray S - -- -.- 0 0 .- .. • 0' -4. -'. . ,•.. -• .4- -° .. 0' • -0 -..• - 0 -: - - -. o • - 0• ' -'°' :-- -.• 'H - ' -4- - 4. 0 • 1, - 0 0. JO - • 0 - 4- •. -- . - * : - - - . 4 - H . . . 4 00 00 -. ••.. 4 4. - 0 • 0• H •.-* .. . . . - 4 401 - - - A : - 4 - 40 0 . • - •• • - - ..- , -- -- 1- 'I, - -. '.4 - .• . .'.- ''. :' 0' ;,; - -'. 4,• - 0, ., -. J+,.E . . 'O'. - -. .4 01 '• 0 ,, 0 4 _'• 40 4. *lo i .01 - . ." 001. ,- 1 . . - . 04 - , , 0 - . 0• '•'' 0 • . - . •• • -' 0 0, • 4 • ,_ . - 0 . - ... _1•4_.., • , - 410 °- • ' • .. •. -. -- ;••••_,_, 4 - 0 _ 4 - ' ' • , 0 ' . 4- - - 0' , - . 4 . - . . I . . ' - '. - - ' •-'. - - ... - / 0 ° . -.' •-- .. . 0 - 4 • 0 .. • . ----• - - , - ..'. •0 . • 0 - : - '0 ' , - 4, . -' . - • .. 0 . . - ••' 0., 4 •- -- 'O . - - . - I • '0 - - 0 • 0, - , . . 4 - - . . .. '4 - - 0• - . . 0".'. - 0 • ' - -. 0 • 4 - . . - 4._'01 .4 0 - •, , .0* - - - • -0 . -. . -- ---- - -- - - -. - - - ' 0 0 ''.'- 0 '0 - 44 • - - - - -. -. • 4 - 1 -• - - 0, I- 44 44 _4 4__' - • - - '.• - 1- .- . -- ,.. . . •t'' 4 ' _*, ° 14 0. - - S - * - 1 01 ROBERT PRATER ASSOCIATES• / Consulting Soil, Foundation & Geological Engineers / ROBERT PRATER ASSOCIATES Robert R Prater C.E.1942-1980 / Consulting Soil, Foundation & Geological Engineers Wm. David Hespeler, C.E. August 16, 1983 239-6B,-5262 Hughes Investments 2 Corporate Plaza, Suite 250 Newport Beach, California 92,660 Attention: Mr. Tom Purcell Re: Foundation Investigation North County Plaza Buildings 1 Through 5 Carlsbad, California Gentlemen: In accordance with your request we have performed a foundation investigation for the subject buildings. The accompanying report presents the results of our field investigation, laboratory tests, and engineering analysis. The soil and foundation conditions are discussed and recommendations for the soil and foundation engineering aspects of the building construction are presented. If you have any questions concerning our findings, please call. Very truly yours, ROBERT PRATER ASSO IATES Wm. D. Hesp ler, RCE No. 26,222 WDH:ls Copies: Addressee (6) SGPA Planning & Architecture, Attn: Mr., Geoff Reeslund (1) George S. Nolte \& Associates, Attn: Mr. Stu Peace (1) 10505 Roselle Street, Son Diego, California 92121 (619) 453-5605 I ., . .... i I I . . I FOUNDATION INVESTIGATION I I . . For NORTH COUNTY PLAZA Buildings 1 Through 5 . I Carlsbad, California I . To HUGHES INVESTMENTS I Newport 2 Corporate Plaza, Suite 250 Beach, California I August 1983 I I I I I I I TABLE OF CONTENTS I .. . PageNo. Letter of Transmittal Title Page S Table of Contents I INTRODUCTION . 1 SITE CONDITIONS S. Surface Subsurface Groundwater . . 2 I CONCLUSIONS AND RECOMMENDATIONS 2 Earthwork 2 I Surcharging C.. Construction Observation . 3 14 D. Foundations . 4 1. Footings . 4 I .2. Slabs-On-Grade . . 5 3. Lateral Loads S . 5 1 Figure 1 - Site Plan . S APPENDIX A - FIELD INVESTIGATION . . S A-i Figure A-i -.Key to Exploratory Boring Logs . . Exploratory Boring Logs 9 through 114 . . . APPENDIX B - LABORATORY TESTING B-i I Figures B-i and B-2 -. Consolidation Test Data •. . . I I I I I I I I i I I FOUNDATION INVESTIGATION - FOR I FOR NORTH COUNTY PLAZA BUILDINGS 1 THROUGH 5 1 CARLSBAD, CALIFORNIA I INTRODUCTION In accordance with your request we have performed a foundation investigation I for Buildings 1 through 5 to be constructed on the North County Plaza shopping center site. We previously performed a preliminary geotechnical investigation for the shopping center. site the results of which were presented in our report titled "Preliminary Geotechnical Investigation, North County Plaza, Carlsbad- Oceanside, California," dated April 30, 1982. In addition, we have performed earthwork observation and testing services in connection with some recent grading and trench backfilling operations at the site;, the results of which I were presented in our letter dated November 30, 1982. The purpose of our foundation investigation was to provide, more detailed information on the subsurface conditions in the proposed building locations. I .It is our understanding that the proposed buildings will be single-story struc- tures with slab-on-grade floors. We anticipate that building loads will be typical for this type of light construction and that combined dead, plus live I .column loads will 'not exceed 150 kips. Buildings 1 through 4 will have a finish floor elevation of 17; Building 5 will have a finish floor elevation of 19. In general the length of the buildings will not exceed 130 feet. The data I .obtained and the. analyses performed were for the purpose of providing design and construction criteria for 'site earthwork, building foundations, and slab- ' on-grade floors. SITE CONDITIONS A. Surface The subject .shopping center site consists of approximately 24 acres located both north and south of the Buena Vista Creek, southeast-,of the intersection of I State. Highway 78 and Marron Road. The proposed Buildings 1 through 5 will be located south of Buena Vista Creek adjacent to Marron Road. . Material excavated from Buena Vista Lagoon is currently being stockpiled on the site. B Subsurface A subsurface investigation was performed using a truck-mounted, continuous- flight auger to Investigate and sample the subsurface soils Six exploratory I I L~_ 239-6B I Page borings were drilled between the period of May 23 and June 6, 1983, to a I maximum depth of 135-1/2 feet at the approximate locations shown on the Site Plan, Figure 1. Logs of the borings and details regarding the field investiga- tion are presented in Appendix A. Details of the laboratory testing and the I laboratory test results are presented in Appendix B. The subsurface soils encountered in the borings consisted, in general, of about I 10 to 14-1/2 feet of compacted fill underlain in turn by compressible silty clay, medium dense silty and clayey sands, and formational sandstones and clay- stones to the depths explored. An upper compressible silty clay layer was encountered immediately below the fill soils to depths ranging from 24 to 31 feet., The upper compressible clays were underlain, in general, by medium dense silty sand. A second compressible silty clay layer was encountered between depths of 33 and 66 feet. This compressible clay layer was generally underlain I by medium dense to dense -clayey. and silty sands to depths of 63 to 134 feet where very dense formational sandstone and hard formational mudstone were encountered. The boring logs and related information depict subsurface conditions only at the specific locations shown on the site plan and on the particular dates I designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of time may result in changes in the subsurface conditions due to environmental changes. I C. Groundwater I Free groundwater was encountered in all the exploratory borings at the time of drilling. The stabilized groundwater depth was not established in the borings. However, in general the groundwater level was encountered between elevations +3 and +6. It must be noted that fluctuations in the level of groundwater may I occur due to variations in ground surface topography, subsurface stratifica- tion, rainfall, and other possible factors which may not have been evident at the time of our field investigation. 1 CONCLUSIONS AND RECOMMENDATIONS I From a soil and foundation engineering standpoint, it is our opinion that the proposed building locations are suitable for construction of the proposed structures provided the conclusions and recommendations presented in this report are incorporated into the design and construction of the project. The I primary features of concern at the building locations are 1) the reported marginal compaction of some of the previously placed compacted fill, and 2) the presence of underlying deep deposits of compressible lagoon sediments which are I , subject to relatively large long term settlements due to increased fill and/or building loads. A. Earthwork Due to the reported marginal compaction of some of the previously placed fill it will be necessary to support the buildings on mats of properly recompacted fill. The recompacted fill mat beneath buildings should extend down to approx- imately elevation +8. The prism of recompacted structural fill beneath I I I n 239-6B I ' 'Page 3 buildings should extend a minimum of lo feet beyond the perimeter limits of the I buildings at the base of the required excavations. All structural fill should be compacted to a minimum degree of compaction ,of 90 percent based upon ASTM Test Designation D 1557-78. 1 Because of the anticipated moderate expansion potential of the more clayey soils currently being placed on the site, we recommend that building floor I slabs be supported on a 12-inch minimum thickness of non-expansive on-site soil. The. suitability of soils for use beneath floor slabs should be deter- mined by our' representative in the field at the time of construction. B. Surcharging With regard to the compressible lagoon deposits underlying the existing fills, I ' the building sites will be subject to large settlements resulting from consoli- dation of the compressible soils under the weight of the proposed additional fill and building loads. We estimate that the ground surface in the proposed I building areas would undergo approximately five to seven inches of additional settlement over a period of several years. In order to assure that proposed buildings will not be subject to 'damage due to excessive settlements, it will be necessary to preload the building sites'with surcharge fill prior to I constructing the buildings. Surcharging (preloading) techniques require that several 'feet of fill (in addition to that required to raise the site grade to the desired level)' be placed over the areas to be occupied by buildings. The I additional fill weight consolidates the underlying compressible deposits for a period of time such that a major portion of the anticipated ultimate settle- ments occur prior to construction. The required thickness of surcharge fill is I dependent upon the anticipated building loads and floor elevations, the thick- ness of the compressible layers, and the time available, to complete the surcharge program.' I ' Following the construction of the recompacted fill mat and the placement and compaction of fill to the finish s'ubgrade elevation plus six inches, the surcharge fills may then be placed on proposed building sites. Slopes of the I temporary surcharge fills should not be steeper than 1-1/2 horizontal to 1 vertical. The tops of surcharge fill slopes should be situated at least 20 feet outside the perimeter limits of proposed building areas. The recommended surcharge thicknesses for each building for six-month and nine-month surcharge I programs are presented in the following table. Surcharge Surcharge. I ' Period Building Thickness (Months) Site (Feet) 6 ' 1,2,3, & 4 6 I 5 8 I 9 ' ' 1&2 , 5 3&4 , ' 4-1/2 5 6-1/2 I These surcharge depths assume that the compacted structural fill "in building areas is placed to a level at least 6 inches higher than the desired finished I •' 239-6B Page 4 building pad grades. 'The surcharge depth recommendations are based on a I compression index of 0.16 which is based on laboratory consolidation test data and field settlement data from previous filling operations. The surcharge period estimates are based on settlement rates observed for Settlement Markers I 13 and 14 (adjacent to Borings 12 and 13, respectively) which were installed in October 1972. I . To ensure that settlements are occurring at the rates estimated, it is essential that settlement measuring devices such as settlement plates be -' installed on therecompacted fill mats and-monitored on a regular basis. These I devices should be installed under the direction of our representative prior to - placement of the surcharge.fill and should be read once immediately after installation and -once a month thereafter until the necessary settlement has I been achieved. * .. Surcharge fills need not be compacted but should be placed in a manner so as to provide an in-place density of at least 110 pounds per. cubic foot. I C. Construction Observation Variations in soil conditions are possible and may be encountered during I construction. In order to permit correlation between the preliminary soil . data and the actual soil conditions encountered during construction and so as to assure. conformance with the plans and specifications as originally ontem- I plated, it is essential that we ,be retained to perform on-site review during' the course of construction. I ' All earthwork and installation and monitoring of settlement measuring devices ' should be performed 'under the observation of our representative to assure - proper site preparation, selection of satisfactory, fill materials, as well as I - - placement and compaction of the fills. Sufficient notification, prior to' earth- - - - . work operations is essential to 'make certain that the 'work will be properly - observed.' - 1 D. Foundations 1. Footings. - - - - I We recommend that the proposed buildings be supported onconventional, indivi- dual-spread dual-spread and/or continuous footing foundations bearing on well-compacted '. I , fill material at the completion of thesurchargi.ng,,pj-pgrams. Coln_1oads_, should not xceed150..kips...Jii footings should be founded at least 18 inches ilóthej2,,jacent finished~r:~ae.' Footings located adjacent to the 'tosflopes should be extended sufficiently deep so as to provide at least -8 feet of horizontal cover or 1-1/2 times the width of the footing, whichever is • - - greater, between the slope face and outside edge of the footing at the footing bearing level. Footings located adjacent to utility trenches should have their 1 ' bearing surfaces' situated below an imaginary, 1-1/2 to 1 plane projected upward from-the bottom edge'of the adjacent utility trench. 'V • ' --. At the I of 2,000 pounds peç,square.-foot (psf) for-combined-dead and live ] 'loadsThnd2,700 psf for all loids,iluding wind or seisniuTfThe footings -----,- -- 1 I S•t -. 239-613 Page 5 footiNgs should-containtopandbottomeinforcement_toprovide structural continuity -5----- ._.-• _-.-----?• ., - . -. 4/ band to permit spanning of local ._irregularities. In order to assure--that --•- -____--_.•_-_---._5- -----S - __..._____-•..----S-- - - footings are foiunded..onsoil-sof...suffi.cientioad bearing capacity,41t isessen- I Viiiat ou rep resen tat ivejn etthe footir excavations prior tthe I : Differential settlementswithin buildings constructed after surcharging in accordance with the previous recommendations are expected to be within toler- able limits for the type of buildings presently proposed. : IL 2. . - . . . S - • •. Cocretet slabs-o,6 may be supported directly. on the recommnded layer of I .non-expansive compacted fill soil.' Slab reinforcing should be provided in 5. accordance with the anticipated use of and loading on the sl.ab /As. .a minimum'— however, we recommend that the slabs be, reinforced with.6x6-W1.LtxjLweldêdi I wire- fabric to minimize hairline cracking of the slabs due to concrete . . •• -. shrinkage. In areas where moisture-sensitive floor coverings are to be utilized and in.. . • . 1 - other areas where floor dampness would be undesirable, we recommend that '. consideration be given to providing an .impermeab.l.emembrane beneath the slabs. -. The 2-inches of sfd toprtt utiiiriijJ I nstruction.TIe sand uIdbeJightly_moistenedjiJtrior flEuirthe concrete. I 3 Lateral Loads Lateral load resistance for- buildings supported on footing foundations. maybe. i'• I . developed in friction: between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.35 is considered, applicable. - . ; An additional allowable passive pressure equal to an equivalent fluid weight of 300 pounds per cubic foot acting against the foundations may be used in design I .provided the footings are poured neat against th& adjacent undisturbed ., compacted fill. materials.-. • -• . .. . . S - - . .• . ..*•,.. - 5 .5 . . .'.-.S .5- -. S . - - S • --. I ,. • - .. . . S . • - ...,-.. •• .5,: - .5 .. . . . • 0$ . • 5 ;. . • . 5 ,' . . - S -. - -S . - S --5- -. 5. - I •.- 5. . '.' S . -, - - 'v-- I - . :. ..- . . - . - . , - •- - - 1. I - kj I -------------- - t wx .u, IVI •4 ___________________.' , V etie14A \ E•T1 \\\\\\\\ \\i \\\\\\\\\\\\\j -. oit - •P • \\\\\\\\\\\) :4 '4 \ \\CA r= S K '- :.. • 0 ' V•• 0 \\\\\\\V\\\\'\k. -"J/// ER- 1 4 /1/ ••••••••,,; 13 A roximate Scale (Feet) h ...$... 0 100 200 400 LEGEND EB-9 Indicates approximate location of exploratory boring. The borings are numbered consecutively from our preliminary geotechnical investigation report dated April 30, 1982. Base: A plan titled "North County Plaza," latest revision dated December 15, 1982, prepared by SGPA Planning and Architecture. ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers SITE PLAN NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE 239-613 August 1983 1 Figure 1 A-i APPENDIX A FIELD INVESTIGATION. The field investigation consisted of a surface reconnaissance and a subsurface exploration program using a truck-mounted, continuous-flight auger. Six. exploratory borings were drilled during the period of May 23 to June 6, 1983, at the approximate locations shown on the Site Plan, Figure 1. The, soils encountered in the borings were continuously logged in the field by our repre- sentative and described in accordance with the Unified Soil Classification System (ASTM D 2487).. .Logs of the borings as well as a key for soil classifi- cation are included as part of this appendix. The boring locations shown on the site plan were estimated from topographic features depicted on a plan titled "Grading Study" prepared by George S. Nolte and Associates, dated May 9, 1983. Representative samples were obtained from the exploratory borings at selected depths appropriate to the investigation. All samples were returned to our. laboratory for evaluation and testing. Standard penetration resistance blow counts. were obtained by driving a 2-inch O.D.- split spoon sampler with a 1140-pound hammer dropping through a 30-inch free fall. Thesampler was driven a maximum of 18 inches and the number of blows recorded for each 6-inch' interval. The blows per foot recorded on the boring logs represent the accumu- lated number of blows that were required to drive the last 12 inches or portion thereof. Samples contained in liners were recovered by driving a 2.5-inch I.D. California sampler 18 inches into the soil using a 140-pound hammer. Boring log notations for the standard split spoon, California sampler, and Shelby tubes as well as for jar samples taken from 'auger cuttings are indicated below. Standard Split Spoon Sampler ' California Sampler. "x" indicates' a jar 'sample taken . Shelby Tube from auger cuttings. The boring logs show our interpretation of the subsurface conditions on the ' dates and at the locations indicated, and it is not warranted that they are.: representative of subsurface conditions at other locations and times. , .. . PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOL GRAVELS CLEAN GW Well graded grovels, gravel-sand mixtures, little or no GRAVELS fines. GP Poorly graded gravels or gravel-sand mixtures, little or Cl) cc a Ui MORE THAN HALF (LESS THAN o OF COARSE 5% FINES) no ones. f GRAVEL GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. d FRACTION IS O LLJ o j LARGER THAN WITH u.Z NO. 4 SIEVE FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. or Lu SANDS ' CLEAN SANDS SW Well graded sands, gravelly sands, little or no fines. LU Cr MORE THAN HALF (LESS THAN 5% FINES) SP Poorly graded sands or gravelly sands, little or no fines. OF COARSE SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. cc w U 'FRACTION IS 0 SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines. cn w SILTS AND CLAYS ML Inoroanic silts and very fine sands, rock flour, silty or clayey fine sands or clayey. silts with slight plasticity. o < w LIQUID LIMIT IS CL Inorganic clays of low to medium plasticity, gravelly sandy lean clays, clays, silty clays, clays. o uj Ui LESS THAN 50% OL Organic silts and organic silty clays of low plasticity. Z z0 SILTS AND CLAYS MH Inorganic sills, micaceous or diatomaceous fine sandy or < 0 Silty souls, elastic silts. uj CC Z z LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. i GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/411 311 1211 SAND GRAVEL SILTS AND CLAYS . . COBBLES BOULDERS FINE MEDIUM COARSE FINE I COARSE GRAIN SIZES SANDS.GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT VERY LOOSE 0 - 4 LOOSE 4-10 MEDIUM DENSE 10 -30 DENSE 30-50 VERY DENSE OVER 50 CLAYS AND PLASTIC SILTS STRENGTH VERY SOFT 0 - 1/4 0 - 2 SOFT 1/4 -1/2 2-4 FIRM 1/2-1 4-8 STIFF 1-2 8-16 VERY STIFF 2 - 4 16 -32 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY Number of blows of 140 pound hammer failing 30 inches to drive a 2 inch O.D. (1-3/8 inch ID.) split spoon (ASTM 0-1586). 4Unconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated by the standard penetration test (ASTM D-1586), pocket penetrometer, torvane, or visual observation. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM 0-2487) ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers. Carlsbad-Oceanside, California PROJECT NO. DATE Figure A-i 239-6B August 1983 DRILLRIG Continuous Flight Auger I SURFACE ELEVATION 15 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION cc 'I—..—.. DEPTH (FEET) 2, z < P uJO z cc 0 LU Q' DESCRIPTION AND REMARKS 51j 'COLOR CONSIST. . cc LU CL Cr 0 SANDY CLAY (fill) ' dark stiff - - gray , - 2 - CLAYEY SAND (fill) gray- medium SC .gray- dense - - ish - -. brown - 6 'FILLt 10' - CLAYEY SAND dark. loose SC' gray I -12-X 5 46. SILT Y'CLAY. ' dark soft- CH gray firm -14-' - 16 18 2" sandy lens at 19 feet - i _:: - 22- 24 Some sandy clay ' . : 26 .: - 134.0 SILTY SAND ' , ' gray medium SM' dense - 28 - 1 j[33 —30— 32 34 3125 6 SILTY CLAY dark (Continued) ' ' gray firm ['_~ ' CH . 8 - Note: The stratification lines represent the approximate . ' - boundary between material types and the transition may . - 40 — I 6 48 be gradual. . EXPLORATORY BORING LOG ''ROBERTPRATERASSOCIATES . ' ' ' ' 'NORTH COUNTY PLAZA Consulting Soil. Foundation 6 Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 9 (pg. 1) 'August 1983 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 15 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches [DATE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION — — _______________________ DEPTH (FEET) -j ° <ih cn uj 'w <i... z wZcoLl.l U)w O ca >- I- Q z CL LU DESCRIPTION AND REMARKS S BOL COLOR CONSIST. i SOIL TYPE SILTY CLAY — dark firm CH - - -. gray. ' -42- 44 T. - II . . 112.6 -46 -48- -50-I 6 53 • -52 - ________________ 54 - 56 21 50 1LTY SAND ' . gray 'medium dense SM . , . .' . -58.- -60-I 26 -62-. 64: '. . T.9 34' Interbedded SILTY CLAY and CLAYEY and SILTY SANDS gray and firm! loose- ED SC! dark medium SM gray dense - 66 : 8 : SILTY SAND gray 6medium SM • f ' '. . . dense , -70 - 72 - - -74, -76- (Continued) Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. . . . ' . - 78 - - -80 - 29 - EXPLORATORY BORING LOG ROBERT PRATERASSOCIATES. Consulting Soil, Foundation & Geological Engineers • .,. NORTH COUNTY PLAZA - . ' . Carlsbad-Oceans ide, California' PROJECT NO. .' ' DATE • ' I BORING NO 9 (pg. 2) 239-6B August 19831 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 15+ (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION DEPTH CL SOIL (FEET) - Z U) - < tu OW izL w ac DESCRIPTION AND REMARKS COLOR CONSISTBOL..z SILTY SAND gray medium SM dense :82: E:I 11 - -88- - - Interbedded SILTY CLAY, - dark firm[ CL! D. CLAYEY, SILTY, and POORLY GRADED SANDS gray loose SC/ SM/ —90— -. - 9 27 SP -92- gray stiff! medium - - 48 T dense- -96- dense - - -98 - -mo- 26 -102- -104- - - 23 -106- • -108- __ 10 31 -112 - .' -114- '- sm.-118 :116 - - - - - - —120— 20 50 SILTY SAND (Continued) Note: The stratification lines represent the approximate boundary between material types and the transition may - gray dense- very dense be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consul:rng Soil. Foundation & Geological Engineers NORTH COUNTY PLAZA Carl bad-Oceand Cali fornia PROJECT NO. DATE I BORING NO. 9(pg 3) • • • • . 239-613 1 August 1983 I DRILLRIG Continuous Flight Auger SURFACE ELEVATION 15-1(approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches : : DATE RI 5/23/83 DESCRIPTION AND CLASSIFICATION . zw - w LU DEPTH E a it C Z CC DESCRIPTION AND REMARKS B COLOR CONSIST. TYPE - SILTY SAND . - gray dense SM -122 -. -124- - -126 - 128 —130— :L°- -132 65 SILTY CLAY (formational - green- -ha rd r- r - mudstone) ish gray : 134 Bottom of Boring = 134 Feet Note: The stratification lines represent the approximate'. . - boundary between material types and the transition may - be gradual. ., . EXPLORATORY BORING LOG . NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES - . Carlsbad-Oceanside, California Consulting Soil, Foundation 6 Geological Engineers PROJECT NO. DATE BORING NO 9 (pg 4) 239-613 August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.) LOGGEOBY LTJ DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches - DATE DRILLED 5/24/83 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) < <a5 W W 0 DESCRIPTION AND REMARKS COLOR CONSIST.SOIL B TYPE CLAYEY SAND (fill.) - gray-. medium SC ish dense brown 2 - -4. 6 -x SANDY CLAY (fill) dark stiff CL gray 8 CLAYEY SAND (fill) . light medium SC brown dense 10 - and gray . :12:x FILLt -14X - 5 54 SILTY CLAY - gray T firm 16 18 L' 53 22 - 24 - SILTY SAND - gray medium SM dense -26-1 20 • - 28 - 16 —30 - 21 - - 32 34 - - SILTY CLAY with thin lenses - gray firm CI of clayey and silty sand . : 6 36 . . (Continued) - 38 - i7 27 -i-. Note: The stratification lines represent the approximate . 31 boundary between material types and the transition may - 40 - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil, Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 10 (pg . 1) 239-6B August .1983 I I I I I I I I I I I I I I I I I I I DRILLRIG Continuous Flight Auger SURFACE ELEVATION 16 '(approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches' IDATE DRILLED 5/24/83 - DESCRIPTION AND CLASSIFICATION zw__ - ui -Z wax DEPTH 0.(FEET) w .iø> co DESCRIPTION ANDREMARKS COLOR CONSIST.Cn BOL TYPE IL Cc SILTY CLAY with thin lenses - gray firm' CH - of clayey and silty sand ' ' ' ' - 42 - Several thin sand lenses from - -6 52 43 to 44 feet. - 44 -146- -48 50-1 - 7 42 52 - ' - 514 - 56 - 13 T Interbedded SILTY and gray medium SM! POORLY GRADED SAND dense dense SP 58 —60- -62- - 64- 6 10 -68- 11 72 -74- 76-1 18 (Continued) ' 78 - Note: The stratification lines represent the approximate -. - boundary between material types and the transition may ' —80— be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil, Foundation Geological Engineers Car Is bad -Oceanside,' California PROJECT NO. ' ' DATE BORING • NO. 10 (pg. 2) 239-6B 'August '1983 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/25/83 DESCRIPTION AND CLASSIFICATION cc 00 zw — Ui OW DEPTH U) cc z 8 x g . co DESCRIPTION AND REMARKS BO j COLOR SOIL TYPE Interbedded POORLY GRADED gray medium SP/ - 11 SAND and CLAYEY SAND dense SC - 82 - -84- 86:1 23 88 Some interbedded silty clay —90 — below 90 feet. .• - - 14 - 92 -94- -96 20 98 —100— I14_ Bottom of Boring = 101k Feet - - -102 Note:The stratification lines represent the approximate - - boundary between material types and the transition may - - be gradual. S - EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES . Carlsbad-Oceanside, California - Consulting Soil; Foundation 6 Geological Enginee,s PROJECT NO. DATE BORING NO 10,(pg 3) 239-6B August 1983 DRILLRIG Continuous Flight Auger I SURFACE ELEVATION 17' (approx.) LOGGEDBY LHP DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches [DATE DRILLED 6/3/83 DESCRIPTION AND CLASSIFICATION DEPTH. cc zw__ 20~ <<5 - w w uj DESCRIPTION AND REMARKS BOL CLAYEY COLOR CONSIST. SAND (fill) gray- loose SC - ish brown 2 -4- -6- -. -8- • 0 - —10— T very - - 2 loose -12 -+ - FILL S - 14 - - 16 - 2 44 SILTY CLAY gray very soft CH T - 18 - firm —20 5 514 22 E: - 28 - SILTY SAND - gray medium SM • dense - -. • 25 Ei 32 - 34 - dense - - 36:1 37 (Continued) - 38 - Note: The stratification lines represent the approximate - - boundary between material types and the transition may be gradual. - 40 - EXPLORATORY BORING LOG ROBERT PRATER, ASSOCIATES Consulting Soil, Foundation Geological Engineers NORTH COUNTY -PLAZA Carlsbad . -O ceans1e, California PROJECT NO. DATE BORING • NO. 1 (pg. 1) 2396B August 1983 •1 I I I I I I I i I.- I I I I I I I I I I DRILL-RIG Continuous Flight 'Auger SURFACEELEVATION17 (approx.) LOGGED BY LHP DEPTHTOGROUNDWATER Not Established BORING DIAMETER 8 Inches IDATE DRILLED 6/3/83 DESCRIPTION AND CLASSIFICATION - DEPTH (FEET) cr DESCRIPTION AND REMARKS . S COLOR CONSISTBOL. . SILTY SAND - gray medium SMI - - 20 Some interbedded clayey sand dense - .42 and silty clay. 44 ::: 48 = SILTY CLAY . gray soft- CH: • firm —50 5 38 • ' . 52 -'54- -56 -I '-58 - 2" lens of sand - . . 6 49 . • ' :62: _.614- --66I - 6 51 __________________ SILTY SAND .. - gray medium SM dense 68 - 11 72 74 - 76 - 18 (Continued) . .. 78 - Note: The stratification lines represent the approximate boundary between material types and the transition may _80 - be gradual. . EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES . Consulting Soil. Foundation &Geological Engineers • NORTH COUNTY PLAZA . • Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 11 • (pg. 2) • • 239-6B August 1983 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGED BY LHP DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION E uj CC CONSIST. SOIL TYPE - zw__ t:Ir - ILl z V) uj DESCRIPTION AND REMARKS B' COLOR - SILTY SAND - gray medium dense SM - -82-- 26 -84- lens of silty clay . - -- -86- 10 31 • -88- 15 A 92 .94- -96-I 22 -98- —100 19 -102- 104 Some interbedded silty clay. : and clayey silt between 105 . :106 : 25 and 116 feet. -108 - -110- - -I14 32.. 112i- -114- :116 -118- Note: The stratification lines represent the approximate - - boundary between material types andthe transition may —120— be gradual. . EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES - Consulting Soil. Foundation. 6 Geological Engineers . NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 11 (pg. 3) . . 239-613 August 1983 U U I I I I I I I I I I I I I I p DRILL RIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGED BY LHP DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches ...LDATE DRILLED 6/6/83 - DESCRIPTION AND CLASSIFICATION Lu CUJ DEPTH (FEET) <5 Lu z 60>1Z M woc DESCRIPTION AND REMARKS SYM- B COLOR CONSIST.. o TYPE CL Cc e 8 SILTY SAND - gray. medium SM. I dense- :: • . dense - 124 - . 0 126-I 47 128 - - —130- 36 -132 - - - . S SILTY SAND-SANDY SILT gray very . (formational sandstone- dense SM- 134 - 90 siltstone) . ML . - -136 - IT Bottom of Boring = 13512-. Feet - Note: The stratification lines represent the approximate boundary between material types and the transition may begraduaJ. . . . . ' EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers Carl s bad-Oceans ide, California PROJECT NO. DATE BORING S . . NO. 11 (pg. 4) 239-613 - August 1983 DRILL RIG Continuous • Flight, Auger SURFACE ELEVATION .171 (approx) LOGGED BY' LTJ DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches DATE DRILLED 6/2 /83 DESCRIPTION AND CLASSIFICATION: S CC 2 E DEPTH Q. (FEET)cc W Zc0 I--- U LUCIIL) DESCRIPTION AND REMARKS S BOL COLOR SOIL TYPE CONSIST. 3.z Fn 0 LU U) CL CLAYEY SAND (fill) gray- medium SC - - ish dense brown - 2• - -4-X - -8 -x —10— FILL f :12 - SILTY CLAY gray- very CH T 1 black soft -,14 - J_ 2 67 42 - 16 - 4 - - 18- - —20 9 44 SILTY SAND gray medium SM dense- - 22 - 0 24 :I 7.1 41 SILTY CLAY gray soft CH 261 = - - 59 110.5 -28- -30 19 — 56 ______________ SILTY SAND. gray medium SM dense -32 34 SILTY CLAY - gray _ fi rm _36_j[ 7 56 (Continued) - 38 Note: The stratification lines represent the approximate - - - - boundary between material types and the transition may - 40 - -' S be gradual 'EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulirng Soil Foundation & Geological Engineers CarlsbadOceans ide, California P OJECT NO - DATE BORING - NO 12 (pg 1) 39-6B August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17+ (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 6 /3/83 DESCRIPTION AND CLASSIFICATION DEPTH W CC CC Z_.. CL 8 W w > I— z CL _______________________ DESCRIPTION AND REMARKS B COLOR CONSIST TYPE SILTY CLAY gray firm - 42-1 CH 35 . 141.4 44 146 - - - 7 38 J CLAYEY SAND gray loose , SC' 48 _50- 52 54 medium - dense, -56-I 15 -58. - -:' 27 :64 = SILTY CLAY (formational . mudstone) ' - gray- ish hard CH i gray SC : 66 .: - 511 . CLAYEY SAND (formational gray very sandstone) dense ' - 68 - - - - 160 —70 — - 6" Bottom of Boring =, 70+ Feet , . -72- Note: The stratification fines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES ' Consulting Soil. Foundation & Geological Engineers , NORTH COUNTY PLAZA Carlsbad:-Oceanside, California PROJECT NO. 'DATE BORING NO. 12 (pg. 2) 239-6B ' August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER •8 Inches .IDATE DRILLED 6/1/83 DESCRIPTION AND CLASSIFICATION CC 0 0 M z DEPTH (FEET) <5 W Z <5 § jF--U UJ (IU DESCRIPTION AND REMARKS BOL COLOR CONSIST. . Uj ca 0 (I, I- Z CL CLAYEY SAND with some sandy gray- medium. SC - - clay and silty sand (fill) ish dense brown - 2 - and gray • -6- -8- - -x —10 FILLt 12- - : 3 36 SILTY CLAY - gray soft CH 14 - 16 - 18 61 104.2 —20 — - . - 22 - some clayey sand very - 24 - soft- - __[ 2 29 soft -26-' - 28 - SILTY SAND . - gray. dense N -3°-I 50 32 - - SILTY CLAY gray. very W JIL -34 1 . 1 2 38 soft - - 36 - (Continued) ' ,' ' 38 - Note: The stratification lines represent the approximate boundary between material types and the transition may ' ' - 40 - II 52 123.4 be gradual. , ' ' ' . * ' ' EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES . . ' NORTH COUNTY PLAZA Consulting Soil. Foundation '& Geological Engineers ' Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 13 (pg. 1) 239-613 • 'August 19..8,d3- DRiLLRIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGEDBV LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches IDATE DRILLED 6/1/83 DESCRIPTION AND CLASSIFICATION * DEPTH (FEEl) . SOIL co tr iu -ZzW :W '°fE DESCRIPTION AND REMARKS S COLOR CONSISTBOL. YPE SILTY CLAY gray very Cl-i - - - soft- soft - 42 - -144- - 16 SILTY SAND - gray medium SM dense. -146- -148 - 501 12 52 gray- .514-- V ish V. 28 brown -56 - V V -58- -60— 27 >< -62- V -64--- • •• - X -25 -66 - V - 68 - CLAYEY SAND with some - gray medium SC- scattered small gravel - dense -. —70— 21 - 72 74 : 26 - 76 - SILTY CLAY (formational gray hard mudstone) CL\ - (Continued) Note: The stratification lines represent the approximate V 78 - -. - ; boundary between material types and the transition may —80 — I 43. be gradual. V - V V EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES V V V Consulting Soil. Foundation & Geological Engineers NORTH COUNTY PLAZA V V - CarIsbadOceanside, California PROJECT NO. V DATE BORING V • V V * •• V NO. 13(pg. 2) 239-613 August -1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGED By LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches jDATE DRILLED _6/2/83 DESCRIPTION AND CLASSIFICATION w a x Z w Lu DEPTH (FEET) -j W uj DESCRIPTION AND REMARKS S6V COLOR CONSIST.. . SOIL zw! Cl) - -. cc 8 co 8 SILTY CLAY (formational .. gray hard. CL 100 mudstone) 82 - SC 311 CLAYEY SAND (formational green- very sandstone) .. ish dense gray f :84: Bottom of Boring = 82 Feet Note: The stratification lines represent theapproximate boundary between material types and the transition may - - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES . . . NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers . Carlsbad-Oceanside • Cali fornia . PROJECT NO. DATE BORING NO. 13 (pg. 3) 239-613 i 'August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8. Inches DATE DRILLED 5/31 /83 DESCRIPTION AND CLASSIFICATION 00 - - DEPTH (FEET) -j - <<vl TI-> co W t- <_ z .C->(• WZZCJ)Z 1WO Z CC AND REMARKS BOL SANDY S COLOR W DESCRIPTION CONSIST. CLAY and CLAYEY - gray .firm/ CL/_ -- SAND (fill) and loose SC - 2 - gray- - - ish brown :: -6- -8- • —10,- - 12 - FILL - 14 - - - SILTY CLAY gray soft CH - 18 - • 20 . 22 - 24 - 26 :i 4. 62.. - 28 - _____________ 30-r- -32- 22 SILTYSAND gray medium dense SM - 34 - - 36 - 2 .39 SILTY CLAY, - gray very soft- C H . soft (Continued) - 38 - Note: The stratification lines represent the approximate - - boundary between material types and the transition may be gradual. . . . . - 40 - EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES . NORTH COUNTY PLAZA Consulting Soil, Foundation & Geological Engineers . . Carlsbad-Oceanside, California PROJECT NO. DATE . BORING NO. 14 (pg. 1) 239-613 . August 1983 DRILLRIG Contihuous Flight Auger SURFACE ELEVATION 18j (approx.) LOGGEDBY' LITJ DEPTH TO GROUNDWATER Not' Established BORINGDIAMETER 8 Inches DATEDRILLED 5/31/83 DESCRIPTION AND CLASSIFICATION cc zw_. ot)~ - Ui OW DEPTH (FEET) < in ' xw Q cc W DESCRIPTION AND REMARKS COLOR CONSISTBOL. cc 8 SILTY CLAY - gray firm CH 42: 5 56 -44- 45 461 7 -48 -' 33 SILTY SAND - dark medium SM • gray dense - 52 - -• and - - gray— -54- ish brown 56 - 22 -58- 18 62 / 64 66-I 30 68 70 — 17 72 74 76 (Continued) , - 78 - -. Note The stratification lines represent the approximate - - boundary between material types and the transition may _80 - be gradual. : ' S ' EXPLORATORY BORINGLOG ROBERT PRATER ASSOCIATES' ' ' '• NORTH COUNTY PLAZA.• Consulting Soil. Foundation & Geological Engineers Carlsbad' Oceanside, California PROJECT NO. DATE - - BORING - - • . " S 14.(pg. 2) - • - 239-6B August 1,983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 181(approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches j_DATE DRILLED 5/3i/O3 DESCRIPTION AND CLASSIFICATION zw__ t: - w M K200 CL 8 CC DESCRIPTION AND REMARKS BOL COLOR CONSIST. SOIL (I) b- SILTY SAND - gray- medium SM - - ><71 ish dense- brown dense - 82 - - - - - •. -.84 -, 27 86 -88- Interbedded SILTY CLAY and . gray ' stiff! CL! CLAYEY and SILTY 'SANDS and medium SC! - 0 31 - gray- dense - SM - - - ish 92 brown -94- 37 96 - :98: ' —100— 28 >< -102-, Gravel and cobbles between ' . -104 104 and 107 feet.' -106- : SANDY CLAY-CLAYEY SILT' - gray hard CH- (formational mudstone) •, . ' , MH - 108 —110—MK 3" Bottom of Boring = 111 Feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES . Carlsbad-Oceanside California Consulting Soil. Foundation' & Geological Engineers , PROJECT NO. DATE BORING NO. 14 (pa• 3 " , .1 239-6B August 1983 I B-i APPENDIX B LABORATORY TESTING I H The natural water content and wet density was determined on selected samples. and is recorded on the boring logs at the appropriate sample depths. Two laboratory consolidation tests and two Atterberg Limits tests were per- formed on representative samples of the more compressible clayey soils encoun- tered in the exploratory borings. The results of the tests are presented on Figures B-i and B-2. I I I .1 I I I I I I 1 I I U... I U... Uui U... U... •.a. U... __-_... ---U... _--_... _•U•• ---a... ____... ____... ---a... ___._a ____... ___.... _-__-. ____... ---a... ---a flik -------a ---a — - ---- - ---a ____... DHF ROBERT PRATER ASSOCIATES / 1 Consulting Soil, Foundation & Geologicol Engineers PRELIMINARY GEOTECHNICAL INVESTIGATION FOR NORTH COUNTY PLAZA CARLSBAD-OCEANSIDE, CALIFORNIA APRIL 1982 ROBERT PRATER ASSOCIATES Robert R. Prater C.E. 1942-1980 - Consulting Soil, Foundation & Geological Engineers Wm. David Hespeler, C.E. April 30, 1982 239-6., 4565 Hughes 'Investments do SGPA Planning & Architecture P. 0. Box 33326 San Diego, California 92103 Attention: Messrs. Ron Roberts and Geoff Reeslund Re: Preliminary Geotechnical Investigation - North County Plaza Carlsbad-Oceanside, California Gentlemen: In accordance with your request we have performed a preliminary geotechnical investigation for the subject project. The accompanying report presents the results of our field investigation and engineering analysis. The soil and foundation conditions are discussed and preliminary recommendations for the soil and foundation engineering aspects of the project are presented. If you have any questions concerning our findings, please call. Very truly yours, ROBERT PRATER ASSOCIATES 2 2 Wm. D. Hespe er, RCE No. 6,222 WDH:ls Copies: Addressee (16). - - -• 10505 Roselle Street, Son Diego, California 92121 (619)453-5605 PRELIMINARY GEOTECHNICAL INVESTIGATION For NORTH COUNTY PLAZA Carlsbad-Oceanside, California To HUGHES INVESTMENTS do SGPA Planning & Architecture P. 0. Box 33326 San Diego, California April1982 I TABLE OF CONTENTS I . 1 Letter of Transmittal Title Page I Table of Contents INTRODUCTION .1 SCOPE SITE CONDITIONS I . A. Site History Surface Subsurface Seismic. Considerations Groundwater I CONCLUSIONS AND RECOMMENDATIONS A. Preliminary Earthwork Recommendations Preparation for Filling Fill Adjacent to Existing Sewer I . 3. Installation of Settlement Monuments Dredge Fill Materials Compaction I B. Foundations One and Two-Story Structures Driven Pile Foundations Drainage Pipes C. Pavements Figure 1 - Site Plan I APPENDIX A - FIELD INVESTIGATION Figure A-i - Key to Exploratory Boring Logs I Exploratory Boring Logs 1 through 8 BIBLIOGRAPHY 1 . . . . I. . I. .. .. ,. .. 1 I Page No. 1 1 1 1 2 3 3 14 4 4 4 5 5. 5 5 6 6 7 8 8 A-i I PRELIMINARY GEOTECHNICAL INVESTIGATION NORTH COUNTY PLAZA CARLSBAD-OCEANSIDE, CALIFORNIA I INTRODUCTION In this report we present the results of our preliminary geotechnical investi- gation for the subject site located southeast of the intersection of State I Highway 78 and Marron Road. The northern portion of the site (about 8 acres) is located in the City of Oceanside and the southern portion of the site (about 16 acres) is located in the City of Carlsbad. The purpose of this investiga- tion was to develop general information regarding foundation conditions at the site for use in the preliminary planning stages of the project. It is our understanding most of the site will probably be developed in one and I two-story commercial /office buildings. However, two office buildings, five to six stories high, may also be constructed. It is our under.standing that building pads will be established at a minimum elevation of +19, requiring up I to 4 feet of fill in most portions of the site. Dredged material from the Buena Vista Lagoon may be spread on the site and dried for use as fill in non-building areas. Drainage pipes will be placed in the two north-south I trending channels in the northern portion of the site and the channels will be backfilled. In addition, the north-south trending channel along the east boundary of the southern portion of the site will be backfilled. I The scope of work performed for this investigation included a review of avail- able reports regarding the soil and geologic conditions at the site, a review of reports regarding the history of previous fill placement, a limited subsur- face exploration program, engineering analysis of previous settlement and field I .data, and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing preliminary design and construction criteria related to the geotechnical engineering aspects of the proposed devel- opment. I . SITE CONDITIONS I A. Site History The site was originally overgrown with tule bulrushes. Grading under the observation of LeRoy Crandall and Associates began in January 1960 when the I surcharge fills from the Phase I development of the existing Plaza Camino Real I 239-6 Page shopping center were removed and placed on the central portion of the site south of the main channel. The bulrushes were burned with diesel fuel and a platform fill was pushed out over the wet area. From an initial elevation of approximately +5 this portion of the site was raised to elevations ranging between +15 and +20. Sometime prior to this filling three settlement markers (Nos. 7, 8, and 9) were placed. Filling resumed in August 1968 and the result- ing finish elevations varied frOm +17 to +21. The settlement markers were read periodically from January 1968 until January 1972. Total recorded settlements ranged from approximately 23 to 25 inches due to the weight of about 14 to 15 feet of fill. Filling on the remaining portions of the site (the area north of the main channel, an area just south of the main channel and extending about 250 feet east of Marron Road, and an area at the southeast corner of the site which extends about 200 feet north of Marron Road) began in May 1972 under the obser- vation of. Woodward-Gizienski & Associates. This filling operation also included the placement of fill (and surcharge fill) along the alignment of Marron Road and at the intersection with Jefferson Street. Woodward-Gizienski & Associates monitored twenty-one settlement'markers (15 of which were on site) and measured settlements up to about 16 inches under, 16 feet of fill. Our research has not revealed any documentation as to when the existing channels were constructed or any documentation regarding the placement of fill on the site since 1972. However, based on our review it appears that the southern I channel was not excavated until about 1978. Our comparison of the elevations and topographic features depicted on an A.L,.T.A. Survey based on aerial photo- graphy dated August 1979 and a Boundary and Topographic Survey based on aerial SI photography dated January 25, 1982, indicates that in general the site eleva- tions have not changed significantly except for the southeast corner of the site which in 1979 Was stockpiled with soil up to el. +42 and Area A indicated I .on the Site Plan, Figure 1, which had an elevation as low as +12 at that time. When and where the stockpile was disposed of and the length of time it was present are not known. A bibliography of materials reviewed regarding the site history is included following Appendix A. I B. Surface I The site of the 'proposed development is presently vacant and irregular in shape with a plan area of approximately 24 acres. The Buena Vista creek, flowing to the west, divides the site into north and south parcels. Both north and south portions of the site are relatively flat with 'ground surface elevations ranging I. from approximately el. +15 to el. +20. In general, the 'ground surface slopes gently towards the Buena Vista Creek. I The northern portion of the site consists of approximately 8 acres, divided by two open, unlined drainage channels which begin at the northern boundary of the site. Each channel carries storm' runoff to the Buena Vista Creek from culverts passing beneath State Highway 78. A relatively large pile of dumped fill' is I present along the western edge of the easternmost drainage channel. The remaining 16 acres, are located south of the Buena Vista Creek. An unlined I drainage channel is present in the northeast portion of this parcel. The channel flows to the northwest and carries runoff from the paved parking east of the site. 'A man-made closed basin, with a plan area of roughly 40,000 square I i 239-6 Page 3 feet, is present in the southwest, adjacent to Marron Road (Area B on site plan). Surface vegetation, both north and south of the creek, ranges from essentially nil areas to areas of dense short grass and weeds. In addition, dense growths of weeds and bushes are present in some channel locations and in the ponded, basin area adjacent to Marron Road. At the time of this investigation several locations at the site were flooded with shallow standing water from recent rainfall. Subsurface The preliminary subsurface exploration was performed using a truck-mounted, continuous-flight auger to investigate and sample the subsurface soils. Eight exploratory, borings were drilled during the period of February 5 to March 5, 1982, to a maximumdepth of 132 feet at the approximate locations shown on the Site Plan, Figure 1. Logs of the borings and details regarding the field investigation are presented in Appendix A. The subsurface soils encountered in the borings consisted in general of about 16 feet of compacted fill underlain in turn by; natural soft silty clay, medium dense silty and clayey sands, and formational sandstones and claystones to the depths explored. The soft silty clay varied in overall thickness from about 20 to 70 feet with thin to thick (up to 10 feet) interbedded layers of silty and clayey sands. The medium dense silty and clayey sands are considered to be ancient alluvial soils and vary in overall thickness from 4 to-70 feet. The formational sandstones and claystones were encountered at depths ranging between 55-1/2 and 131 feet. The boring logs and related information depict subsurface conditions only at the specific locations shown on the site plan and, on the particular dates designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring 'locations. Also, the passage of time, may result in changes in the subsurface conditions due to environmental changes. Seismic Considerations The San Diego area is considered by geologists and seismologists to have a low to moderate seismic rating. Based on our review of some available published information including the County of San Diego Faults and Epicenters Map, there are no active or potentially active faults known to pass through the site. The prominent fault zones generally considered to have the most potential for earthquake damage in the vicinity of the site are the active Elsinore and San Jacinto Fault Zones located approximately 23 and 43 miles northeast of the site, respectively. The postulated off-shore extension of the Rose Canyon Fault Zone is located approximately. 6 miles southwest of the site. No earth- 'quake epicenter clusters are associated with this fault system and the Rose Canyon Fault Set i's not classified as active under current accepted criteria. Although research on earthquake prediction has greatly increased in recent years, seismologists have not yet reached the point where they can predict when and where' an earthquake will occur. Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed buildings will be 239-6 Page .4 I ' subjected to at least one moderate earthquake during, their design life. 'During such an earthquake, the danger from fault offset through the site is remote', but relatively strong ground shaking is likely to occur. I ' Strong ground shaking not only can cause structures to shake, but it also has the potential for including other phenomena that can indirectly cause substan- tial ground movements resulting' in damage to structures. These phenomena I include seismically induced waves such as tsunamis and seiches, inundation due 'to dam or embankment failure, landsliding, lateral spreading, differential compaction, and ground cracking. - I Another potential hazard which can result from strong earthquake ground shaking is soil liquefaction. Based on our preliminary analysis, some of the natural sandy soils underlying the site are potentially liquefiable during the maximum I anticipated probable earthquake on the Elsinore Fault Zone. However, in light of the fact that the potentially liquefiable sands are at least 30 feet below the finish site grades, it is our opinion ,that liquefaction could result in I severe architectural damage but the possibility of structural failure is remote. E. Groundwater Free groundwater was encountered in all the exploratory borings at the time of drilling at depths of approximately 14 to 16 feet; the exact depth to a stabi- lized groundwater level was not established. It must be noted, however, that. fluctuations in the level of groundwater may occur due to variations in the sustained level of water in the Buena Vista Creek, ground surface topography, subsurface stratification, rainfall, and other possible factors which may not have been evident at the time of our field investigation. CONCLUSIONS AND RECOMMENDATIONS From a 'soil 'and foundation engineering standpoint, it is our opinion that the site is in general suitable for the proposed constructionof one to six-story buildings. The primary features of concern at the site are 1) the presence of underlying deep deposits of compressible lagoon sediments which are subject to relatively large long term settlements due to increased fill and/or building loads, and 2) the complex nature and history of previous site loading which has resulted from earthwork operations dating back to 1968. Earthwork recommenda- tions for preparing the site to receive proposed dredge fill material and treatment of the dredge fill material are presented in the following section. In addition, our preliminary evaluation and recommendations regarding building siting and foundation types are also presented. A. Preliminary Earthwork Recommendations 1. Preparation for Filling After the site has been stripped of vegetation and the channe!s and basin have I been cleared, of vegetation, debris, and unsuitable material; the exposed subgrade soils in those areas to receive fill should be scarified to a depth of 8 inches, moisture conditioned, and compacted to the requirements for structural I fill. Any dumped fill soils or loose surface soils should be completely removed down to well compacted soil and replaced as compacted structural fill. The depth and areal extent of any required removal should be determined by the soil I ' I 239-6 Pages I engineer's representative at the time of construction based on an examination of the soil exposed. In addition, prior to filling-with dredge material we recommend that the site be surface graded to create a flat planar surface and the resulting subgrade be compacted with rubber tired equipment to minimize I infiltration of water from the dredge materials. 2. Fill Adjacent to Existing Sewer I No fill, including channel backfill, should be placed within 30 feet of the existing sewer line along the south edge of Buena Vista Creek during the initial filling operations. Depending on settlements observed adjacent to this I area, it may be possible to place fill within those limits at a later date. I • Installation of Settlement Monuments To assure that settlements are occurring at the rates estimated and to provide additional information on settlement characteristics of different portions of I the site, it is essential that settlement measuring devices such as settlement plates be installed within the existing fills and monitored on a regular basis. These devices should be installed under the direction of the soil engineer I prior to placement of any fill (including the proposed dredge fill) and should be read once immediately after installation, once a week during placement of fill and the subsequent month, and once a month thereafter.- I - • Dredge Fill Materials It is our understanding that approximately . 85,000 cubic yards of dredge material I from the Buena Vista Lagoon may be spread on the site for use -as -fill in non- building areas. Based on our review of a report prepared. for the California Department of Fish and Game, dated January 1982, the lagoon sediments consist of silty sands and silty clays. -According to the report the silty sands had I water contents that ranged between 10 and 20 percent and-the clays between 50 and 110 percent; completely dry silty. clay samples had a shrinkage factor of 46 percent. These test results indicate that 1) in general -the dredged material I will be of low -strength characteristics and will be a poor pavement -subgrade soil, 2) an extensive-- period of time will be necessary to dry the more clayey soils so they can be properly, compacted, and. 3) after drying and compaction the- more clayey soils will occupy only 55 to 65 percent.of their original, volume. - - With regard to drying back of the dredge material to allow for proper compac- tion, it is our opinion that the material should be placed in lifts no greater I than approximately 1-1/2-feet befOre drying and compacting. Based on coastal evapotranspiration rates and with continuous mixing we estimate that 1-1/2 feet of dredge material could be dried back to near optimum moisture contents in I about one month during the months Of August through October.- An alternative to drying back the dredge material by mixing would be to lime treat the dredge material. Lime treatment could reduce the dry back time to several weeks. In addition, the lime treated soils would possess much better pavement subgrade qualities. - 5. Compaction - I - All fill should be compacted to a minimum degree of compaction of .90 percent based upon ASTM Test Designation D 1557-78. Fill material should be spread and I - --. I -I I 239-6 Page 6 I.-. compacted in uniform horizontal lifts. 'Before compaction begins, the fill should be brought to a water content th'at will permit proper compaction by either: 1) aerating -.and/or lime, treating the fill if it is'too-wet, or 2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture; B. Foundations I 1. One and Two-Story Structures I I I Based on our review'and analysis of the revious site history including settle- ment monument data by Crandall and Woodward-Gizienski, it is our opinion that relatively light one and two-story structures, (column loads not exceeding 150 kips) with finish floor elevations not exceeding +19 may in general be supported on conventional footing foundations 'in most portions of the site. Due to reported marginal compaction of some of-the previous compacted fill at the site it will be necessary to support these structures on mats of properly recompacted fill. With, the exception of the areas labeled A and B on the site plan, we estimate that the grade and building conditions described in the previous paragraph - would, result in long-term settlements of up to 5 inches over a period of 20 years. If the site is raised to approximately elevation +18 for a period of one year (as a result of dredge filling operations) we estimate that approxi- mately one inch of settlement would occur in that time period. Of the remaining 4 inches approximately 1-1/2 inches would occur throughout the site independent of loading conditions. - Based on the preceding, it is our opinion that differential settlements for proposed one and two-story buildings supported on footing foundations -and a recompacted fill mat with finish floor elevations no higher than +19 should, be * within tolerable limits for most of the site (with the exceptions noted previ- ously). The recompacted fill mat beneath buildings should extend down to approximately elevation +8. The prism of recompacted fill beneath buildings -' should extend a minimum of 10 feet beyond the perimeter limits of the buildings at the base of the required excavations. Within the constraints outlined above, we recommend that proposed 'one and two-story buildings be supported on conventional, individual-spread and/or continuous -footing foundations bearing on well-compacted fill_materiaL.—All - - - ;-----.-- - S.. footings-s-bouId be founded at least 18 inches below' thelowest adjacent_finished C - • - - - - - - grde. - Footings locatèadjacent to the topsThfslopes should be extended sufficiently deep so as to provide at least 8 feet of horizontal cover or 1-1/2 times the width of the footing, whichever is greater, between the slope face and outside edge of, the footing at, the footing bearing level. Footings located - adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1-1/2 to 1 plane projected upward from the bottom edge of the adjacent utility trench. - - At the recommended depths footings may-be designed for allowable .bearing pres- _ ___ d liv - - sures of 2;000'pøU sp-ersquare foot (psf) for 'combined ., ea ane loads .and 700 psf for all loads;- including wind or seismic. The'footings should, how eve r-h-aveaThilm m w ffiuii'f'2inches. All continuous footings should contain top and' bottom reinforcement to provide structural continuity-and to I ' I '• * E 239-6 Page 7 permit spanning of local irregularities. In order to assure that footings are founded on soils of sufficient load bearing capacity, it is essential that the soil engineer inspect the footing excavations prior to the placement of rein- forcing steel or concrete. -. With regard to buildings encroaching on Areas A and B, due to the variation in loading history between these areas and the remainder of the site it will be necessary to preload these building sites with surcharge fill to mitigate the potential for excessive differential settlements. Surcharging (preloadin g) techniques require that several feet of fill (in addition to that required to raise the site grade to the desired level) be placed over the areas to be occupied by buildings. The additional fill weight consolidates the underlying soft deposits for a period of time such that a major portion of the anticipated ultimate settlements occur prior to construction. The required thickness of surcharge fill is dependent upon the anticipated building loads, the thickness of the compressible layer, the expected settlements under the proposed added fill and building loads, and the time available to complete the surcharge program. Due to the variable loading history, if building pads are constructed in these areas it would be necessary to preload the areas to such an extent as to essentially preclude consolidation settlements under permanent loads. We estimate that this could require surcharge fills of 15 to 30 feet for a period of one to two years. If it is necessary to site buildings in these areas, detailed surcharging programs should be developed for the specific locations, final grade, and building size. Alternatively, driven pile foundations could be utilized with a reduced surcharging program. 2. Driven Pile Foundations Buildings which are higher than two stories or which have individual column loads which exceed about 150 kips should be supported on driven, end-bearing pile foundations. Based on our preliminary analysis,. piles driven a minimum of five feet into' dense formational material will develop an allowable end bearing resistance of about 100 kips per square.foot. The depth to formational material encountered in the exploratory borings and, the anticipated lengths for piles driven in the vicinity of the borings is presented in the following table. Exploratory . Depth to Formational Anticipated Boring No. ', Material (ft.) Pile Length (ft..) 1 , 124 129 2 ' ' 106 3 . . 131 136 4 '' 55-1/2 , 60-1/2 5 102-1/2 107-1/2 6 124 129 7 . . 75 80 8 58 63 In order to preclude damage to the ground floor slabs of buildings supported on pile foundations resulting from long term settlement of the underlying compres- sible soils, ground floor slabs should be designed as a structural floor. In addition, utilities for pile supported structures should be designed to accom- modate the anticipated settlement of the surrounding ground surface relative to the structure. 239-6 Page 8 3. Drainage Pipes S It is our understanding that L2-inch and double 48-inch drainage pipes will be installed in the north-south trending channels in the northern portion of the site. We estimate that up to 10 inches of settlement will occur along the channels resulting from the placement of Ii to 12 feet of'compacted fill in the channels. We recommend, that ,the channels be properly cleared and backfilled I before installation of the pipes and that the backfill remain in place as long as feasible prior to installing the drainage pipes In addition, we recommend that asphalt'coated steel pipe be used in lieu of concrete pipe due to the I . anticipated settlements. C. Pavements , I In our opinion the proposed dredge fill materials would provide suitable support for pavements after they have been dried and properly compacted. However, due to their inherent poor pavement subgrade characteristics, it will be necessary to utilize heavier than normal pavement structural sections. For preliminary planning purposes we estimate that the pavement sections should U consist. of 2 inches of asphalt concrete on 9 inches of aggregate base in auto- mobile parking areas and minor traffic channels, 2-1/2 inches on 1.1 inches in major automobile traffic channels, and 3 inches on 13-1/2 inches in areas subject to truck traffic. Detailed pavement section recommendations should be I , developed, at the completion of rough grading based on the results of R(Resis- tance)-value tests performed' on samples of the subgrade soils actually exposed. I S . , '•. 5. '5 I '. S . 'S . • 5 ,5 'I • * 5 'S , S ', S , I I I A-i I APPEND IX.A FIELD INVESTIGATION The field investigation consisted of. a surface reconnaissance and a subsurface exploration program using a truck-mounted, 'continuous-flight auger. Eight exploratory borings were drilled during the period of February 5 to March 5, 19821 at the approximate locations shown on the Site Plan, Figure 1. The soils encountered in the borings were continuously logged in the field by our repre- sentatives and described in accordance with the Unified Soil Classification System (ASTM D 2487). Logs of the borings aswell as a key for soil classifi- cation are included as part of this appendix. The boring locations shown on the site plan were estimated from topographic features depicted on' an A.L.T.A. survey of the site, prepared by Rick Engineering Company based on aerial photo- graphy dated August 1979. Representative samples were obtained from the exploratory borings at selected depths appropriate to the investigation. All samples were returned to our laboratory for evaluation and testing. Standard penetration resistance blow counts were obtained by driving a 2-inch O.D. split spoon sampler with a 140-pound hammer dropping through a 30-inch free fall. The sampler was driven a maximum of 18 inches and the number of blows recorded for each 6-inch interval. The blows per foot recorded on the boring logs represent the accumu- lated number of blows that were required to drive the last 12 inches or portion thereof. Samples contained in liners were recovered by driving a 2.5-inch I.D. California sampler 18 inches into the soil using a 140-pound hammer. Boring ¼ log notations for the standard split 'spoon, California sampler, and Shelby tubes as well as for jar samples taken from auger cuttings are indicated below. Standard Split SpoonSampler California Sampler "x" indicates a jar sample taken Shelby Tube from auger cuttings. The boring logs show our interpretation of the subsurface conditions on -the dates and at the locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations' and times. I I I I I 1 I - PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOL GRAVELS . CLEAN GW Well graded gravels, gravel-sand mixtures, little or no - GRAVELS tines. GP Poorly 9raded gravels or gravel-sand mixtures, little or U) cc o .j w MORE THAN HALF - (LESS THAN o 04 OF COARSE 5% FINES) -. fi no nes. ___________ GRAVEL GM Silty gravels, gravel-sand-silt mixtures, non-plastic tines. (I) FRACTION IS O w Z uj - LARGER THAN . ' WITH Z NO. 4 SIEVE FINES . GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. < o —JI — <I Uj ' SANDS CLEAN SW Well graded sands, gravelly sands, little or no fines. cc:SANDS Cc MORE THAN HALF (LESS THAN SP Poorly graded sands or gravelly sands, little or no fines. cc 2 OF COARSE 5% FINES) ____________ o W FRACTION IS SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. SMALLER THAN WITH NO..' 4 SIEVE FINES Sc Clayey sands, sand-clay mixtures, plastic fines. Uj SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, silty or ci clayey fine sands or clayey. silts with slight plasticity. - LI ,JJJ C L Inorganic clays of low to medium plasticity, gravelly U) 5 < > LIQUID LIMIT IS clays, sandy clays, silty clays, lean clays. L11 LESS THAN 50% 01 Organic silts and organic silty clays of low plasticity. w z SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. - < i i.... < uj Fr . 0 LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. i I,- GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4 3" 1211 SILTS AND CLAYS t SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE I COARSE GRAIN SIZES SANDS.GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT VERY LOOSE 0 - 4 LOOSE 4 -10 MEDIUM DENSE 10 -30 DENSE 30 -50 VERY DENSE OVER 50 CLAYS AND PLASTIC SILTS STRENGTH BLOWS/FOOTt VERY SOFT 0 - 1/4 0 - 2 SOFT 1/4 -1/2 2-4 FIRM 1/2-1 4-8 STIFF 1-2 8-16 VERY STIFF 2 - 4 16 -32 HARD . OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0.D. (1-3/8 inch ID.) split spoon (ASTM 0-1586). 4Unconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated by the stanøard penetration test (ASTM 0-1586), pocket penetrometer, torvane, or visual observation. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM 0-2487) ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil, Foundation 5 Geological Engineers Carlsbad- Oceanside, California PROJECT NO. DATE - r I Figure A-i 239-6 April 198-2 DRILLRIG Continuous Flight Auger . SURFACE ELEVATION 16 (approx.) LOGGEDBV JB DEPTH TO GROUNDWATER Not Established BORING DIAMETER - 8 Inches DATE DRILLED .. 3/14/82 DESCRIPTION AND CLASSIFICATION o w ~ z W OW DEPTH a. (FEET) <<3 w <O>(j DESCRIPTION AND REMARKS COLOR CONSIST SOIL '-° CL 0 CLAYEY SAND and SANDY gray- medium SC - - CLAY (fill) ish dense! CL 2 - brown stiff - - -4 - --x -6 - FILL f brown - 8 SILTY SAND (fill?) . - gray very SM - . S loose -10. - -A6 - 12 - 14 - 16- -18- -20- SILTY CLAY with thin inter- gray- soft CH J bedded layers of SILTY SAND ish - 2 0.16 brown S and. -22 -1 • gray 24 -26 - -28 - -30- - - 13 '0.19 -32- -34-. 36- 38 Note: The stratification lines represent the approximate r boundary between material types and the transition may . . . 1- 40 be gradual. I ...L. EXPLORATORY BORING LOG. NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundation 6 Geologicol Engineers .Carlsbad-Oceanside, California 'PROJECT NO. DATE • BORING - NO. 1 (P g. 1) 239-6 - April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.) LOGGEDBY JB DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 3/14/82 - DESCRIPTION AND CLASSIFICATION .a: DEPTH z.uJ __ 00 ZI w AND REMARKS SYMDESCRIPTION COLOR CONSISTBOL.. SILTY CLAY with thin inter- - gray- soft CH - - 13 0.18 bedded layers of SILTY SAND ish brown -42 - - - and gray 44 - -x -46 - -48- -50- - - 6 0.23 -52- - 54 - - - x -56 - --58- SANDY CLAY gray stiff CL - -60- 10 .62- -64- -66- -68- -70---y very - - 18 stiff 72- - 74 - - -x -76- - 78 - Note: The stratification lines represent the approximate boundary between material types and the transition may I— 80 be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES I Consulting Soil. Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 1 (p g. 2) 239-6 April 1982 DRILLRIG Continuous Flight Auger. SURFACE ELEVATION' 16 (approx.)IL0GGEDBY JB DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches DATE DRILLED 3/4/82 - DESCRIPTION AND CLASSIFICATION Z. - LI. C3 LU _____ _____ DEPTH (FEET) <<u5 w O>t( DESCRIPTION AND REMARKS COLOR CONSIST SILTY SAND gray medium SM - - 42 and. dense— - 82 - • gray— dense - - - ish -84- brown -86 - 88 - - —90 — medium - - 20 - dense 92 -94- -96 - 98 -100- - _j16 - 102- 104- -106- -108- _110- 25 - - 112- 114 - - . -116- • - -118- Note: The stratification lines represent the approximate S boundary between between material types and the transition may be gradual. • EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation &Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 1 (pg. 3) • - • 239-6 April 1982. DRILLRIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.) LOGGEDBY JB DEPTH TOGROUNDWATER Not Established BORING DIAMETER. 8 Inches. DATE DRILLED3/4/82 DESCRIPTIONANOCLASSIFICATION zw l: - i w a DEPTH (FEET) - <<V w uj iijC DESCRIPTION AND REMARKS . COLOR . CONSIST. . BOL . SILTY SAND gray medium SM - - 27 dense - 122- --124- - - -. SILTY CLAY (formational olive hard.. CH mudstone) . V - 126-= - - 138 Bottom of Boring = 126 Feet Note: The stratification lines represent the approximate - boundary between material types and the transition may - be gradual. V EXPLORATORY BORING LOG . NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES V Consulting Soil, Foundation & Geological Engineers Carlsbad—Oceanside. California PROJECT NO. DATE I BORING V V NO. 1 (n 14) LA 239-6 V pril 1982 I ' • DRILLRIG' Continuous Flight Auger SURFACE ELEVATION 21. (approx.) LOGGEDBY . LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 2/5 /82 • .DESCRIPTION AND CLASSIFICATION ' DEPTH (FEET) Q.<<& zw• cc e w w co '(ri:g3o' cw • DESCRIPTION AND REMARKS, SYM COLOR CONSISTBOL. . YPE SILTY SAND and CLAYEY gray- medium SM - SAND with scattered ish dense SC - 2 - X cobbles (fill) , . . brown - - - 441 -6 - -8 36 10- 34 - 14- -16- FILL _____________ . . - 1:8- - -20- SILTY CLAY . -gray soft CH - - - 8 0.17 22 • . -24.- -26- -28- 0.22 32 .34- • 36 - 38'- Note: The stratification lines represent the approximate r boundary between material types and the transition may be gradual. - - 1— 40 j . . J_ - EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers ' Carl sb ad—Ocean side, California PROJECT NO. DATE BORING NO. 2 (pg. 1) • . • , . 239-6 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGEDBY Lii DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches - DATEDRILLED 3/1/82 DESCRIPTIONANDCLASSIFICATION - zw O ut - z (FEET) cc DESCRIPTION AND REMARKS B COLOR CONSIST . Q. SILTY SAND - gray medium SM - - 18 dense 82'- T84 86- 88 —90- 92 - -94 96 - 15 -98- -100- -102- -104- dense 41 -108- -no- -112- -114 - i116I 33 r 1,18 Note: The stratification lines represent the approximate r boundary between material types and the transition may I—i 20 - be gradual. . I EXPLORATORY BORING LOG NORTH. COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 3 (pg. 239-6 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 3/1/82 DESCRIPTION AND CLASSIFICATION DEPTH L(FEE- - - gJ 0' zw.___ z - Ui o Cr W e 02P - DESCRIPTION AND REMARKS B COLOR CONSIST. SILTY SAND gray dense SM -122- -124 - -126 - 41 -128 - • -130-- ________-Xgo CLAYEY SAND (formational brown very SC'- - sandstone) dense / - - - Bottom of Boring = 131-1/2 Fee Note: The stratification lines represent the approximate - boundary between material types and the transition may - be gradual. EXPLORATORY BORING LOG NORTH -COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers Carlsbad-Ocean side, California PROJECT NO. DATE BORING NO. 3 (pg. 4) 239-6 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION. 19 (approx.) LOGGED BY JB DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches ....LDATE DRILLED 2/26/82 DESCRIPTION AND CLASSIFICATION . DEPTH (FEET) cc li <<uS -W. <>.' fJO AND REMARKS SYMDESCRIPTION COLOR CONSISTBOL. . CLAYEY SAND and SANDY . gray medium SC/- - CLAY with scattered cobbles (fill) gray- dense! very CL - 2 - - - ish stiff _4 brown >< dark -6 '5 gray '-8- -io—-- • 113 -12- 14- loose! - - - FILL - ._ soft - 16 - - - >< 10 SILTY.CLAY . dark soft- CH gray firm - 18 - • • —20- - - I9 .0.25 -22 - -24 - -26 - -28- 12 SILTY SAND with some thin layers of SILTY CLAY gay medium dense SM - 2 34 -36- -38- Note: The stratification lines represent the approximate r boundary between material types and the transition may 0 be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA Carlsbad-Oceanside, California ROBERT PRATER ASSOCIATES Consulting Soil, Foundation 6 Geologicol Engineers PROJECT NO. DATE • BORING NO. 14 (pg. 1) 239-6 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 19 (approx.) LOGGEDBY JB DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches .• DATE DRILLED 2/26/82 - -,-. - DESCRIPTION AND CLASSIFICATION • -. zuJ __. - cr w cc z co (FEET - . DESCRIPTIONANDREMARKS S COLOR . CONSIST.. . cI - SILTY SAND with some thin gray medium SM '- - 20 layers of SILTY CLAY dense - 42 - 44 46- -48 - -50-- -52- gray- 28 ush - - brown - 54 - 56 ->< 93 CLAYEY SAND/SILTY SAND - gray dense SC/- (formational sandstone) SM - - - - 58- -60- -62- 64- 71 Bottom of Boring = 65 Feet = === : 66: Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES . NORTH COUNTY PLAZA Consulting Soil, Foundation 8 Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE —d BORING NO. 4 (pg. 2) 239-6 April 1982 I -H:. .. -..- ... ....-,. . DRILLRIG Continuous Flight Auger SURFACE ELEVATION 21 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches I DATE DRILLED 2/5/82 DESCRIPTION AND.CLASSIFICATION . DEPTH (F Z - w -. > DESCRIPTION AND REMARKS SYM COLOR CONSIBOILST., . SILTY CLAY gray soft CH - - 6 -42- -44- -46- • -48- - II 0.21 -52--- .54- - 58 - (some thin layers of silty - - 16 and clayey sand from 61 to • - 62 - 90 feet) - - -64- -66 1 - 68 —70- 10 -72 -74 -76 -78 Note: The stratification lines represent the approximate r boundary between material types and the transition may 0 --d be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA Carlsbad-Oceanside, California ROBERT PRATER ASSOCIATES . Consulting Sod. Foundation & Geological Engineers PROJECT NO. DATE BORING NO. 2 (pg. 2) • 239-6 April _1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 21 (approx.) LOGGEDBY LTJ. DEPTHTOGROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 2/5/82 - - . - DESCRIPTION AND CLASSIFICATION -cc zw__. 20~ - W LU DEPTH 0. (FEET) <<;5 w >tt tt DESCRIPTION AND REMARKS COLOR CONSISTBOL.. SOIL TYPE - z - ø 02 cc SILTY CLAY gray soft CH - 82 -1 - 84 .. . -86- -88- 90 I 14 SILTY SAND - gray medium 5M dense 92 - -.94- 96- 98 100- -102-1 -10.4- x 106— SILTY SAND. (formational -gray very Sm sandstone) dense - - -108 - -110—= 97 - 9" -112 - -114- 106 75< -116- 6" Bottom of Boring = 115 Feet Note: The stratification lines represent the approximate F I boundary between material types and the transition may be gradual. • EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERTPRATER ASSOCIATES Consulting Soil. Foundation & Geologicol Engineers Carlsbad—Oceanside, California PROJECT NO. DATE BORING NO. 2 (pg. 3) 239-6 April 1982 I - t................ DRlLLRlG; Continuous Flight -Auger SURFACE ELEVATION 17 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches DATE DRILLED 3/1/32 - . DESCRIPTION AND CLASSIFICATION F DEPTH . Z Cr Co - tu 0 . LL In w Cr 5) 'I) O W z w z, DESCRIPTION AND REMARKS S BOL COLOR CONSIST. SOIL - . CLAYEY SAND with scattered gray- medium SC - - cobbles (fill) ish dense - 2 - x brown - - -4 - -6 -8 - X32 -10- 12 X SANDY CLAY (fill) - dark gray- soft- firm CL -- _________ /-14 -~7 ish SM 1 16 - - SILTY SAND (fill) FILL gray loose .L SILTY CLAY black soft CH -18- gray -20- 22 - - II 0.13 -24 -26- .28- -30 - SILTY SAND - gray medium -- - dense - I 34 =14 I - 13 -36--'- -38- Note: The stratification lines represent the approximate boundary between material types and the transitionmay PO I be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil, Foundation 6 Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 3 (pg. 1) 239-6 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 3/1/82 - DESCRIPTION AND CLASSIFICATION DEPTH (FEET) z ' CL Cr e < ul CC in •• S DESCRIPTION AND REMARKS - BOL S COLOR CONSIST., TYPE Interbedded SILTY CLAY and gray! soft-' CL/- - 0.19 SANDY SILT dark firm ML - 42 - gray - - -44 - 46 -48-, --50— - - 0.14 SILTY CLAY , ' dark soft CH gray -52- 'S 54 -56- -58 - -60—rn 13 0.26 SILTY SAND ' ' , gray medium dense SM - - -64- -66- -68- —70— - - - 125 S 72 - -74- -76- -78- Note: The stratification lines represent the approximate. boundary between material types and the transition may t-80 - be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geologicol Engineers • • Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 3 (pg. 2) 239-6 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGED BY JB DEPTH TOGROUNDWATER Not Established BORINGDIAMETER 8 Inches DATE DRILLED 2 /26/82 - DESCRIPTION AND CLASSIFICATION DEPTH -J zw__ Q. CC - U 0 . CO LU LU Z, DESCRIPTION AND REMARKS B COLOR CONSIST. TYPE SILTY SAND and CLAYEY gray medium SM, - - SAND (fill) dense SC - 2 - (scattered cobbles) 4 S 6]I 17 -8- -10-- S brown - - >< 20 S S -12 - S FILLf - - 14 - S SILTY CLAY dark soft CH IL S gray - 16 - 5 0.19 -18 - 5 5 5 —20- 5 S -22 - - 24' - S S S 0.16 26 I4 . S S -28 - S S —30- -32- -34 36 4 0.14 Note: The stratification lines represent the approximate boundary between between material types and the transition may 1-40 be gradual. S S EXPLORATORY BORING LOG 55 NORTH COUNTY PLAZA S Carlsbad-Oceanside, California ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geologicol Engineers PROJECT NO. DATE BORING NO. 5 (pg. 1) S S -• S 239-6 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION, 17 (.approx.)I LOGGEDBY JB DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 2/26/82 - DESCRIPTION AND CLASSIFICATION - DEPTH . (FEET)LU z w __ IL <<u3 a. - w w Ir in co cw 3(G DESCRIPTION AND REMARKS SYM COLOR BOL CONSIST. SILTY CLAY dark soft. CH - - gray -42- -44- -46-f 3 0.1 -48- -50-- - 54 -52 58 -56 f 62 SILTY SAND - gray medium dense SM -64- • brown -66 ,-><37 • -68- -70- - -72- -74 dense -76 - 38 78 Note: The stratification lines represent the approximate r boundary between material types and the transition may 1— 80 be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA Carlsbad-Oceanside, California ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers . PROJECT NO. DATE BORING NO 5 (pg. 2) 239-6 April 1982 bRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGEDBY JB DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 2/26/82 - DESCRIPTION AND CLASSIFICATION - (F 0C zw__ 2 t: CL Jr -; c: w_OW Cr ca g3 Zn DESCRIPTION AND REMARKS COLOR BOL YPE CONSIST. . SILTY SAND gray medium SM - -X 45 dense -82- -84- -86- -88 - -90 57 - - 92 - 94- 96 - -98- •- _100_I43 ---j-z -1D2 - - - - 104- SANDY CLAY (formational Iaystone) gray hard CH • -106- 9" •• -108- 1 _____________________ Bottom of Boring = 110 Feet = _____ __ - = ____ ___ Note: The stratification lines represent the approximate boundary between material types and the transition may - - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA - Consulting Soil. Foundation & Geological Enginee&4 Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 5 (pg. 3) 239-6 April1982 0 / DRILLRIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.)j LOGGEDBY .. JB DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches _[DATE DRILLED 3/3/82 - DESCRIPTION AND CLASSIFICATION z uj - w. . LU DEPTH <<5 LLJ Ci, )- DESCRIPTION AND REMARKS SYM COLOR CONSIST CLAYEY SAND (fill) brown medium SC - - dense -2.-s gray- - - ish -4 - brown -6 - -8- -10- — loose- 19 medium -12- dense - - 14 FILL 16 SILTY CLAY , gray soft CH - - - 18 - - - 7 0.23 -22 - - • -24 - -26 - -28 —3O — -J. 15 SILTY SAND . dark medium SM - 32 - gray dense - - -34 - - 36. - -38- Note: The stratification lines represent the approximate r boundary between material types and the transition may 0 - be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. '6 (pg. 1) • 239-6 April 1982: DRILLAIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.) LOGGDBY JB DEPTH TO GROUNDWATER Not Established BORING,DIAMETER 8 Inches DATE DRILLED 3/3/82 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) -j - << t—~ t'o z 0) w t w <i <O Cr >tr W ZCI)Z i"o Z( DESCRIPTION AND REMARKS . S COLOR CONSIST. .BOL YPE SOIL - SILTY SAND 'dark medium SM . - - 8 0.17 gray dense // CH - 42 - - SILTY CLAY dark soft gray. -46- -48 - —50——r (some interbedded silty sand) - - 9 .. 0.16 -52- -54- -56 -58- S --60 T 26 0.10 Interbedded SILTY SAND and gray medium SM! - - CLAYEY SAND . dense Sc - 62 - -64- -66 -68 - • —7O- gray- 21 ish 72 - ' brown -74_S . -76 - -78. Note: The stratification lines represent the approximate . r boundary between material types and the transition may I— 80 be gradual. I EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 6 (pg. 2) 239-6 April 1982 - DRILLRIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.) LOGGED BY JB DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 3/3/82 - DESCRIPTION AND CLASSIFICATION . DEPTH (FEET) . z W __ I << - w. w <O>t O W DESCRIPTION AND REMARKS SYM BOL - COLOR CONSIST. Interbedded SILTY SAND and gray— medium SM - - I 19 CLAYEY SAND ish dense S& - 82 - brown -. - - 84- -86- -88 - -90- --j30 -92.- -94-- -96- 98 -100- - -122 -102- - 104- -106 -108- -110- - b -L 37 green— ish dense -112- gray -114 N -116-. :118 = SILTY SAND. gray medium1 "*M dense S - Note: The stratification lines represent the approximate boundary between material types and the transition may -420— - 59 be gradual. EXPLORATORY BORING LOG . NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 6 (pg. 3) 239-6 1 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.) LOGGED BY JB DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 3/3/82 DESCRIPTION AND CLASSIFICATION Cr DEPTH (FEET) -j zw 2~ <<5 ILL D o - w. w <(> cc OW JOri 8 CL CC DESCRIPTION AND REMARKS - S COLOR CONSIST.BOL . SILTY SAND gray medium SM - - dense -122- gray 124 - SANDY CLAY (formational hard CL claystone) . -126 -128 - brown - _X Bottom of Boring = 130 Feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. . . . EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers .Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO.. 6 (pg. 4) 239-6 April 1982 DRILLRIG Continuous Flight Auger E ELEVATION 16 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established DIAMETER EBORING 8 Inches DATE DRILLED 3/5/82 DESCRIPTION ANDCLASSIFICATION z w F5 - z w O W 02 DESCRIPTION AND REMARKS SYM COLOR CONSIST SOIL . SILTY SANDand CLAYEY gray- medium. SM - - SAND. (fill) ish dense SC - 2 - brown - - and brown - =6- 26 '-8- --10—- - loose - X 8 -12- -14 -x FILLt -16 - 18- SILTY CLAY gray and soft CH gray- ish brown - - —20— - - 3 0.22 -22- -24- -26- - 28' - (sand lense at 31 feet) —30 19 0.16 • -34-. . •• 38 Note: The stratification lines represent the approximate boundary between material types and the transition may I-40 - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES. Consulting Soil, Foundation 6 Geological Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, 'California PROJECT NO. DATE BORING NO. 7 (p g. 1) 2396 April 1982 I......... DRILLRIG Continuous Flight. Auger prox.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established SURFACE ELEVATION 16 (t 1n BORINGDIAMETER 8 ches - DATE DRILLED 3/5/82 - DESCRIPTION AND CLASSIFICATION- DEPTH (FEET) -j 0 <to z ~5 UF-~ wZ uj < . uj WZQCJ) ILLI O Ul co LL CO 0 z Z - DESCRIPTION AND REMARKS • COLOR .. CONSIST. SOIL BOL SILTY CLAY gray soft CH - - 0.214 -42- .44- - -x -46- 48 SILTY SAND gray medium SM - - - and dense gray- -50,-j - • 17. • ish- brown -52- -54- -56 - -58- • —60— • - I26 -62 - -64 - -66- -68 gray- dense -70- - - - . 314 -i- ish brown ' 72 - .74 . -76 - CLAYEY SAND (formational gray- dense SC sandstone) ish - - brown ' -78 - - 120 311 Bottom of Borin = 80 Feet Note: The stratification linerepresent the approximate boundary between material types and the transition may . . . -80 be gradual. . EXPLORATORY BORING LOG NORTH COUNTY PLAZA Carlsbad-Oceanside, California - ROBERT PRATER ASSOCIATES Consulsing Soil. Foundolion & Geologicol Engineers PROJECT NO. DATE BORING NO. 7 (pg. 2) 239-6 April 1982 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches DATE DRILLED 3 /5 /82 - DESCRIPTION AND CLASSIFICATION - cr 00 t: ._ zw uj - w. FEET) DESCRIPTION AND REMARKS S COLOR CONSIST SOIL C') BOL SILTY SAND and CLAYEY gray- loose- SM -. - SAND (fill) ish medium SC - 2 - brown dense - - -4 - light - - )< gray - 6 - 21 FILLt - 8 - - CLAYEY SAND (fill?) gray medium SC dense -10- --12- - - SILTY CLAY • gray soft CH -14 - -16 0.21 ><9 -18- -20- -22 - -24 - -26 -11 ' 0.15 28- _30 - 32 : : Interbedded SILTY SAND and - gray medium CLAYEY SAND with some dense SC SILTY CLAY and GRAVEL -34 - lenses - - 30 -36- 38 - Note: The stratification lines represent the approximate f - boundary between material types and the transition may 40 be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Consulting Soil. Foundotion & Geologicol Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 8 (pg. 1) 239-6 April 1982' DRILLRIG Continuous Flight Auger SURFACE ELEVATION' 17 (approx..) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8, Inches DATE DRILLED 3[5!82 DESCRIPTION AND CLASSIFICATION -. . DEPTH (FEET). Z, _zw... Qo: <5 _w w . bw ui DESCRIPTION AND REMARKS B COLOR CONSIST.SOIL Interbedded SILTY SAND and gray dense SM! - - CLAYEY SAND with some and SC -42 - SILTY CLAY and GRAVEL gray- - - lenses ., . ish brown 44 -46-1 52 -48- -50- -52- 54• - --58 CLAYEY SAND (formational gray- dense SC - sandstone) ish ' -60-- brown and orange ' 6 64 -66-X 88 68 • -70- 75 Bottom of Boring = 69 Feet . Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES . Consulting Soil. Foundation & Geological Engineers NORTH COUNTY PLAZA - Carlsbad—Oceanside,- California PROJECT NO. DATE BORING NO 8(pg.2) 239-6 April 1982 I I I. I I I I I I I I Ll . . BIBLIOGRAPHY - 1 LeRoy Crandall and Associates, "Report of Supplementary. Soil Stud i e s , P h a s e I I Development, Proposed Shopping Center,. El Camino Real Near The Vis t a I Freeway, Carlsbad, California," June 9, 1967. LeRoy Crandall and Associates, "Inspection and Testing of Compac t e d F i l l , P h a s e I I I Grading, Proposed Plaza Camino Real Shopping Center, El Camino Real Ne a r The Vista Freeway, Carlsbad, California," April 29, 1968. I LeRoy Crandall and Associates, "Inspection and Testing of Compacted Fil l , Proposed Site Improvement and Utility Services, Plaza Camino Real S h o p p i n g Center, El Camino Real Near The Vista Freeway, Carlsbad, California," I June 11, 1969. LeRoy Crandall & Associates, "Settlement Data, Proposed Phase Ill, Plaza C a m i n o I Real Shopping Center, Carlsbad, California," February 3, 1972. W oodward- Giziensk I & Associates, "Preliminary Soil Investigation, Buena V i s t a Marshland-Fill Area, Oceanside, California," November .8, 1971. I Woodward-Gizienski &. Associates, "Preliminary Soil Investigation, Buena V i s t a Marshland-Fill Area, Carlsbad,. California," January 24, 1972. I Woodward- Gizienski & Associates, "Settlement Analysis, Vista Sanit a t i o n D i s t r i c t Schedule I-Gravity Sewer Line, Carlsbad, California,"February 15, 197 2 . I Woodward- Gizienski & Associates, "Final Report of Engineering Obser v a t i o n a n d Compaction Testing for Buena Vista Lagoon Project, Carlsbad and Oceansi d e , California,." December 7, 1972. . . . I • Woodward-Clyde Consultants, "Site Expansion Feasibility, Plaza Camino R e a l , Carlsbad, California," October 18, 1979. • . California Department of Transportation, Transportation Laboratory, Mate r i a l s and Research, Engineering Geology Branch, "Geologic Investigation an d S o i l Analysis of Buena Vista Lagoon, Oceanside, San Diego County," Janua r y 1 9 8 2 . - COMMERCIAL/INDUSTRIAL APPLICATION FORM FOR INDU STRIAL WASTE DISCHARGE PERMIT . CITY OF CARLSBAD ' APPLICATION: NEW. BUILDINGP.C. (CHECK ONE) REVISED . APPLICATION NO.: 57,5' INDUSTRIAL CLASS: 3 7 82 DATE:' J24 /99 (L-5-j of City Representative / .. APPLICATION FOR, INDUSTRIAL WASTE DISCHARGE PERMIT GENERAL: . . . SITE i '-f Auti r r- APPLICANT: K Y'LLyC- ADDRESS:_______________ TYPE OF BUSINESS: . APPLICANTS ADDRESS://( _/:/3c/( _Z C'2 ..( WASTES AND PROCESSING::' (Check where applicable) - Domestic Waste Only Industrial Waste J Indu8trià1 Waste NOT Discharged to Sewer : Discharged to Sewer GENERAL. DESCRIPTION OF WASTE (Chemical and Physical Characteristics of ••. ,' proposed waste): • - GENERAL DESCRIPTION OF PROCESS (If Applicable):__________________________ C. WASTES.TO & DISCHARGED TO SEWER: WASTE: ' TREATED: . , . QUANTITY: AVERAGE' GPO (Check One) UNTREATED _...- . (Daily) MAXIMUM . GPO. (Gallons Per Day)' APPLICANT OR REPRESENTATIVE OF FIRM: (Print), TITLE ' ___/_____/._ SIGNATURE: __/7 (_•- DATE: 'I •" •• . . - . / . •.. •.