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HomeMy WebLinkAbout1916 PALOMAR OAKS WAY; ; CB980077; PermitB U.I L D I -N .•G' P ER P1 I-T Prmit No: CB980077 ' -03/23/98 14:O3' -• - , . . . 'Project No: A9800124 - N Page .1' of 1 . . '. , '" Develbment o: Job Address:, 1914- PALOMAR OAKS WY " Suite:'. 03/23/98 0001 01 02 ..Permit Type: RETAINING WALE' •. -' -:C-PRff 562.00,r Parcel. No: 212-092-05-00 ., ' Lot#,: , Valuation 81,000 4Construction Type NEW fOccupancy Goup: . . ,. Reerence#:CB972828 'Status: ISSUED Description 6000 SF RETAIN WALLS W/ENGIN Applied:.01/13/98 :CALCS-19i4&1916 PALOMAR OAKS, WY Apr/issue:' 03/23/98 °. - Entered ,By: RMA Appl/Ownr' : COLLINS GENERAL CONTRACTORS, 619 481-7700 _•; . . '.. .- '11750 SORRENTO VALLEY-RD ST D -• SAN T DIEGO. CA. 92121- Fees Requited -Fêllected &,Credits . Fees: - 92 .00' N' • • Adjustments': .0 - 0a/redis: Total Fees: 22 -,TO a, t . • . 360.00' at deV_ XPR -9 ell 56,2.100 Fee description it /U, it Ext fee Data ------------------- Plan,Check 360.00 - : 8 00 .,Strong Motion Fee BUILDING TOTAL 92,2.00 INCORPORATED . 1952 - -: S .. '' •- - - ' - •• -. . : - .. S I FINAL.APPROVAL - INSR.LO. 1 CLEARANCE___________ • - • -' • . - - . .. . • , -. * . ,. - . CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619),438-1161 ., . '- S - ; .- .. . •. . * - .- • ----a- F.OROFFICEUSE ONLY PERMIT APPLICATION PLAN CHECK NO R Co 77 '< . EST.VAL.'7: CITY OF CARLSBAD BUILDING DEPARTMENT 2075L Las PIms D, Carlsbad C1A 92009 Fan Ck' Depos 3(tO (760) 438-1161 - - Validate1 T 1 CT INFORMATION Date /91 q '9169*4J .- Address (include Bldg/Suite #1. . .. Bus ness Name (atthis address).. . ...... ....... ' LI-t ' f1çha (i4 --r '."vts' .., 'Legal Description .'-'' Lot No. S division Name/Number " No•• Phasè No. Total # of units Assessor s Parcel # Existing Use Proposed Use 0 5 fê eti iM4 (AJa..I 2911'0 1/13/98 0001 01 02 Descripn ot Work SA. FT."#of Stories- # of Bedrooms C_pRmofBathroom3oo 00 "-E ;',. -it CONTçRSifieren '4C iac (4Meira r- f -7571 o -vV( 1C-i(( 1 Si Dieo 3 /2/Jfi1I 77oo ,ame ........................... Addre.moblftA s City State/Zip Telephone# 'APPOCANT nraci'r.._KA ntfContriutor O iler fl"rqettor,per g~:- . T17c ((7 c rt VJeçI / Pe,zi i4I 77o0 Name..... .. •. ..... . . . .Addre City State/Zip Telephone # PROPER, 0 :On '3I..- Name . Address . . City . ;,State Zip, , Telephone # .ONTRACTR, '' ''' .--.-....... - M M (Sec 7031.5 Business and Professions Code Any City or, County which requires a permit to-,construct,':alter, improva demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law iChapter 9, commending with.Section 7000 of,Division. 3 of the Business, and Professions Code) or th'át he is exmpt'therêfrom,'and the basis for 'the' alleged e tiqn. A violation o Section 7031.5 b any applicant for a permit subjects the applicant,to a civil penalt of.not,more than.fivehundred dollars [$5001). idcs (L1D 'ikt'Ca9ZIZj gIØi77oo Name ,, r , Address 'Ci y ' • I Slat /Zip Tale on # Stale License# "393 ' ' 'Lidene lass' . ' 'dit' Business Licere#'á,4,MjAA,,.I' ''J E asto4 .cLzbzsr/-7oq.1 .cio .Designer Name , , ' - ,., .. ,,City . , State/Zip .Teleph State- License #P 117O6 I' WQS TON - Worker' Compensation Declaration: hereby affirm under penalty of Perjury one of the following declarations: . '0 .1 have and will, maintain a.certificate of cons'enr to'self-insurefor wOrkerscompensation,as providedby Section 3700 of-the Labor, Code, -for, the performance of the work for which this permit is issued. and will maintain-workers'-compensation, as required by Section 3700 of the Labor Code, for the performance of the Work, for which this permit issued My worker's coensaton insurance carrier and policy number are - Insurance Company (4.L (4AMeta cb1111, Policy No.C ,ZOPO Expiration Date (THIS SECTION .NEED.NOT BE.COMPLETED IF-THE PERMIT IS-FOR ONE HUNDRED DOLLARS i$100J OR LESS)" o CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued Lshall not employ any person in any manner so as to bedome'subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' comp ation coverage is unlawful, and shall' subject an employer to criminal 'penalties ,and 'civil fineC up to One' hundred thousand dW U R, ), in add iti e at of pensati n, damages as provided for in Section 3706 of the' Labor' code, interest and,attórney's fees. \SIGNATUR ( DATE WN ?ARATION..,-,. P ,l.hereby affirm that I am exempt from the Contractor's License Law for the.following reason: 0 I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec. 7044, Business, and Professions Code: The Contractbr' Licse,Lw..dâes not'aply'to anner.of prO'erty.ihbuilds or improves' thereon, and who does 'such work himself or through his' Own employees, provided that such improvements are not intended or offered for sale. If, however, the building orimprovement,is sold within one year of completion, the owner-builder will.have the burden of proving that he did'not build or improve for the purpose of sale). 0 I as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code:"The Cntracti's Liè'ensè Law'd'es not apply-'to an on'er df prope'ty who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License i,aw). 0 I am exempt under Section , Business and Professions Code for this reason: , '. ' .- -' , ,. ' ', ',. ' -, ' ;"i ,;',, 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement 0 YES DNO 2 I (have1 have not) signed an application for a building permit for the proposed work - 3., 1, have contracted with the-following person (firm) to provide. theproposedconstruction (include name / address / phone number [contractors license nurber(:' 4' I'p!atto provide"pO'rtions of'the wbrk;but I have'hired the following person to cddinate, supervise and provide the major work (include name / address,/ phone number /contractors license number); 5. I will provide some of the work, but ('have contracted (hired) the following persons to provide the work indicated (include name /address /, phone number'/ ,type of-work): PROPERTY OWNER SIGNATURE , DATE 1 —' Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under,Sections 25505, 25533 or 25534 of.the Presley-Tanner Hazardous Substance Account Act? - 0 YES- 0 'NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air11 quality management district? 0 YES 0 NO Is the facility to be constructed within 1 000 feet of the outer, boundary, of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS'OF'THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I ' E8 ONSJRIJcTION_LENDINGAGENCY I hereby affirm that there-is a construction lending gen'cy for-the performance-of the wbk I which this,permit is-issued(Sec, 3097(i) Civil Code). ' IENÔER'S NAM'j14'fl _4-k_' LENDER'S DDRES" _2&LZJA&I/i/f"__ 5!2-1j92,z.z. I. L' l.certify that] have 'read,the-app)iiatiO'n-and state that the above'infothiationis 'corret an th'at the information 'on the plan s iC ac'curat.t agree to'comply with all City ordinances 'and 'State. laws relating to -buiIding','constiuctioh: I hereby.aithoriz-rep'resèntatives of th'e Cit,'of 1Carlsbad't'oenter upon the above mentioned property for inspection purposes. I ALSO ;AGREE - TO SAVE, INDEMNIFY AND, KEEP HARMLESS THE CITY OF .'CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS,COSTS AND EXPENSES WHICH MAY IN ANY WAYACCRUE'AGAINST SAID' CITY IN CONSEQUEcE OF THE GRANTING 'bF'THIS PERMIT. OSHA An OSHA permit is required for excavations tover 5'0", deep and demolition or construction of1structures over 3 stories in height 4 " e, -- , EXPIRATION: Every permit issued by theBuilding-Official under theproiisions-of this Code shall expire by limitation and become nuII'and'vOid if the building or - work authorized bysuch permit is notcommenced -within'365days frorn. the, date of such permit or if the buildingor work authorized by such'permit is suspended or abandoned-at any time'after 'w rk is Comm r period-of 180days I ection'106.4.4 Uniform Building Code).' tPPLlCAlT'S'SIGNAT '1..'DATE'- WHITE File YELLOW Applicant 'INK Finance - - - City of Carlsbad V' Inspection Request V For: 2/24/99 : Permit# CB980077 IrispectorAssignment RB Title: 6000 SF RETAIN WALLS W/ENGIN Description: CALCS-1914&1916 PALOMAR OAKS WY Type: RETAIN Sub Type: Phone: 6198439300 Job Address: 1914 PALOMAR OAKS WY Suite: Lot - Location:. V Inspector: APPLICANT :'COLLINS GENERAL CONTRACTORS Owner: C A C ASSOCIATES L L C V. Remarks: ¼ - Total Time: Requested'By: MARVIN Entered By: CHRISTINE V CD Description V Act Comments. 69 Final Masonry Inspection History V V Date Description / Act lnsp Comments V 1/19/99 69 Final Masonry CA RB BY MARVIN V 8/18/98 61 Footing AP RB ALL FTGS OKD V V V V 8/18/98 66 Grout - V AP RB ALL GROUT WALLS OKD V 8/17/98 63 Walls PA RB WALL F GROUT MAX @ 4'8 V ¼ 8/11/98 61 Footing PA RBV FTG@ WALL LINE "F OK V 8/10/98 11 Ftg/Foundatidn/Piers V CA • RB V V V V V V 8/7/98 11 Ftg/Foundation/Piers V CO - RB NOT PER APPRD PLANS V V V 8/7/98 12 Steel/Bond Beam CO RB V V V V 8/6/98 61 Footing V CO RB FTGS FRM S. RETAING WALL V V 7/2/98 66 Grout V PA RB WALL"G" OK& ADDED 8" TO V V 7/1198 . 15 Roof/Reroof V NR RB NO ACCESS V V 7/1/98 66 Grout PA RB OK ON WALL G & ADDED 8" V V V 6/30/98 63 Walls PA RB IKON WALL "E" V V 6/26/98 .63 Walls V WC RB V 6/26/98 66 Grout ; AP RB @ WALL "C" V V 6/24/98 61 Footing PA V RB OK ON LINE E & G V V V V 6/24/98 63 Walls V V V V PA RB OK ON LINE A,B, & D V V V 6/23/98 61 Footing ¼ V PA RB V FlING @ WALL "C" OK V V V V V V V V V 6/19/98 61 Fàoting V V NR RB V V V V V V V 6/18/98 61 Footing V PA RB SEE JOB PLANS 4 6/17/98 61 Footing CA RB 6/12/98 61 Footing V V V PA RB - SEE JOB PLANS - V 6/11/98 61 Footing V NR RB MASSON & ASSOCIATES, INC: PLANNING v ENGINEERING 7 SURVEYING RECEIVED MP 05 1998 March 5,1998 COLLINS 97-026 Building Department CITY OF CARLSBAD 2075 Las Palmas Dr. Carlsbad, CA 92009-1576 RE: LOT 41, CARLSBAD TRACT 8146 UNIT 2, PIP 97-06 Based on our field survey on 12-29-97, the subject building foundation forms are in substantial conformance with the approved site plan with respect to horizontal and vertical location. Please call if you have any questions. MASSON & ASSOCIATES, INC. FEES Dou Masson, PE RCE 17706 Exp. 6-30-01 DWM:bhs F:\PROJECTS\1997\7026\7026frTncert.WPD 200 EAST WASHINGTON AVE. ESCQNDIOO • CA 92025 •(619)741-3570 FAX (619) 7411786 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc: FIELD REPORT Branch Office 904 Rancheros Drive, Suite L San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF INSPECTOR -' El TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARC LIE' FOR WEEK ENDING T..NO.' - c / F/7 ENGINE 4 (( REPORT NO. PG OF / / (yff c C '-t4 • /14---.. PLAN FILE NO. . PER IMJT)N" I CR/7J PROJECT'NAME (@tYi( ISPEtTION,ADDRESS,... / h J as'i 'ADDRESS OFPR7J( '4f // -y REPORTING REQUIREMENTS: ICI3O FIELD INSPECTION MANUAUMTG SOIL MANUAL REVIEW PREVIOF.1SI1EPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A IthCIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIAtS SED B..CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): ,r. b<.J OUIPMENT./ MANPOWER U CONR V..-- AREA, GRID LINES, PIECES OBSERVED F •' 4fL r iV, )í 1' (1J1 p.. NOTES. Di1'AIL OR RFISUSED SL J J/5 SJz-'4e~7 All &i/ '- REMARKS, INCLUDING MEETINGS: REWORK REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: -' - - SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED /Z6 I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE 8,PPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ___ / r ...~6~-v ______________ Signature Date of Report ICBO Certification Number Print'N'añ City I County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Al r "110 Oft MONTANA Testing & Geotechnical, Inc ' FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OS'WORK NSPEC .0 L4- (/ fr' 0 TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLAN9') (N) APPROVED SHOP DRAWING (V) (N) AT FOR WEEK ENDING 44;q,#/ t P7NJ , ENGItE. REPORT NO. PG OF co Ifl PLAN FILE NO PERMIT.NI 7 5 o77 PROJECT NA MF (// (7 INSPECTION ADDRESS /eT/,7L '%-d' ADDBESSOF PROJECT I REPORTING REQUIREMENTS: ICBO FIELD INSPECTIONNfANUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIgLS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIALTESTAEPORTS): .. I' j4 ? 7 (z,4; CONTRACTORSiEO PMEN1/.MANPOW 7 5-o r,5x , AREDECESO7 <44 J E/r e/) C143 0 L) z3tiY LNOTES UD: YAZILR . RFIS / i ') -4 iüJL F1M'ARKS. INCLUDING MEETINGS: ' REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROECT COMPLETION: WEATHER: V TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED: I??) c64 , z s gK SITE TIME START: J2 'T SITE TIME FINISH: LUNCH PERIOD: ________________________ TRAVEL TIME: __________________________ VERIFIED 97/Z6 I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 444- -'--1 .,____. /199 Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave.,. Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 NA Testig& Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WO 'NSPECTOR 0 TECHNICAN C( A.q,,# f AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANr(N) APPROVED SHOP DRAWING (V) (N) AR —4 (. , FOR WEEKENDING //' PR7O ENGINEp '.. REPORT NO. PG / OF / PLAN FILE NO. PE7 SuMpcTOR eRNA;/ç7 INSPECTION AD / / ORESS 7JT 4Or4t5L £4 , ADDRESS OF P OJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MNUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MA S U ED BY CONTRACTOR (INCLU E RESEARCH A OAT NO. OR M RIAL TEST REPORTS): TERIA S /- / . - I 5$fit tii 61 / C CTORS E9IJIPMENT MANPOWER U ED . I i14 -I -, AREA, GRID LINES, PIECES OBSERVED: 4i (u ') (I STR TDETAyORAF q / If. / ,*2f - fg' A?SI. Sec ,44 Db REMARKS,5LUOING MEETINGS: / . REWORK AS PERCENT OF ALL WORK TODAY: WEATHER: TEMPERATURE: :l6it t PERCENT PROJECT Q0MPLE110N: SAMPLES TAKEN: TESTS .51 2 SITE TIME START: _______________________ SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: ______________________ VERIFIED BY:4&I (DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 4' /199 c2'S~d Signature "- Date of 99port ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 3 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 /L\\\ MON.TANIi' 904 Rancheros Branch Office Testing & Geotechnical, Inc San Marcos, California 92069 Tel: (760) 735-5060 FIELD REPORT Fax: (760) 735-8979 TYPE,OF.WORK INSPECTOR . 0 TECHNICAN A ::;!:4_, i'' c ('f4 AVAILABLE: SOIL REPORT (Y) (N) SPECS (V) (N) APPROVED PLANS(.j(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING A/7 y PR7O ENGINEER 1 - ,4fç1// I, • / . REPORT NO. PG / OF CONThJOR 7 / PLAN FILE NO. P SUB-CONTRA'TOR PROJECT NAME C /hd INSPECTION ADDRESS v If 1 al / ., ADDRESS OF PR E REPORTING REQUIREMENTS: ICED FIELD INSPECTION MANUAUMTG SOIL MANUAL REVIEW PREVIOUS R&PORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFrCIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S. IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIAIS USED BY CONTRACTOR (INCLUDE RESEARC OR MAT U REPORT NO. ERIAL TES REPORTS): COFLTRACIORS EOUIMENT/ MANPOWER AREA, GRID LINES, PIECES OBSERVED: .C'tç 7)L $7L:/• ~Cf,3 _7 ~k STRUURAL NOTES A , OR FIRS USED: D 24, REMARKS, INCLUDING MEETINGS. .56 7 06C ' L REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: . TEMPERATURE: SAMPLES TAKEN: TESTS REOUIREO: - SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: _________ TRAVEL TIME: _______________________ ________________________________ VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 61 111 Y/199 r - Signature Dale of Report ICED Certification Number Print Name' City / County Certification Number .,.. .L ............ Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA... -Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 PEGTOB' 0 TECHNICAN TYPE OF WORK V / AVAILABLE: SOIL REPORT (Y( (N) SPECS (Y( (N) / ,. APPROVED PLANS) (N) / APPROVED SHOP DRAWING (Y) (N) ARCHDE€T FOR WEEKENDING /fr IPRYr ôist ENGffE€R REPORT NO. PG OF C7TVWCTOR PLAN FILE NO. I EBMIN P O SN7TO__ I f 41—J&/ PROJECT INSPCkION ADDRES— J &/ '1/L ,'q,, pODRESSOFPROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTIOF4MANUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RF!S, ETC.. FE OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALUSED BY CONTRACTOR (INCLUDE R SEARCH-REPORT NO. OR MATERIAL TEST REP 13' < iJ ir 7S)y / .-... CONTRAETOR ET I MANPOWrO // / AREA. GRID LINES, PIECES OBSERVED: 'Z I cI? >c - STRUBJAL NOTE DETAIL OR RFIS USED: , sN, REMARKS, INCLUDING MEETINGS: I (/cuJ7 ,i siJ 4 f2 %j -Z . oczcw to— Ai ZL / REWORK AS PERCENLOF ALL WORK TODAY: PERCENT PROJECT COMPLETION: 1 WEATHER: 4.117 SAMPLES TAKEN: TEMPERATURE: TESTS REOUIRED: c SITE TIME START: 7 SITE TIME FINISH: LUNCH PERIOD: ________________________ TRAVEL TIME: - VERIFIED DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT iZTiigg Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 I Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 904 Rancheros Drive, Suite L San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE 0 I RI( INSPEUCO D TECHNICAN '-y AIl!E: ¼ eTREPT (Y) (N) ' _rP'ECS ('i) (N) APPROVED PLANSqI) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING ENGI), - f REPORT NO. PG / OF / __________________ C!TACT0(/ 4 PLAN FILE NO. PERM( SUB- NIRACTOR r ei c j4'v PRO '1''ME / 7 id ,'?c7 (-4 INSPEC&/'DDRESS / / / . ADDRESS OF PRQO,, / REPORTING REQUIREMENTS: ICB0 FIELD INSPECTION MANUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATI'ACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATE RI SJED B.Y..CONTRACTOR I CLUDE R EARCH REPORT . MATBIAL TEST REPORTS): R k- i'1xci & I ,(/6/ .&9 1k?(t OL ( , CON ' RS EQUIPMENT/ MAN WER U 'ED: . L4 2 //, iL1',, J? 4 / / .S A . AREA. GRID LINES, PIECES OBSERVED: j(ç /fc4?t7 S1 D7LORRFI J /44' REMARKS, INCLUDING MEETINGS: L141 iI c t. er J ,J —i L/+e REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT CQMPLETION: WEATHER: TEMPERATURE: 6 *- SAMPLES TAKEN: TESTS REQUIRED: —7 2 SITE TIME START: SITE TIME FINISH: ,; 97'-/ ::Tc:: LUNCH PERIOD: ________________________ TRAVEL TIME: __________________________ VERIFIED'B __________________________ 100 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / /199 c- V7 Signature •"'.- Date of Report ICBO Certification Number 2 ;'/ J-t 7t Print Name City / County Certification Number Rev: 7/97 I 1 A .. ow MONTANA Testing & Geotechnical, Inc. FIELD REPORT Corporate Office 2992.E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760)735-8979 TYPE OF W RK 2'INSPECTOR 0 TECHNICAN /.4f ' AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANS4N) APPROVED SHOP DRAWING (V) (N) ARCHITECT / FOR WEEK ENDING PROJECT c. / V . .' / ENGINEER . -f, REPORT NO. PG J OF 7 / CON11AOTOR I _ PLAN FILE NO. PERMITNE). -. SUB-CONTRACTOR /:cA___- PROJECT NAME / / ,P (-ic ''6J INSECTION ADDRESS ADORESSOF PROJECT , T 2-. REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY,OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY,YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEKS REPORTS. MATERI4LS USED BY CONT CTOR (INCLUDE RESEARCH RE ORT NO. OR MATERIAL TEST REPORTS): 4 T7c. )' _--)ç/9 _çç (._(/t/4AJ 79z7/', -- 0 - - 7R/27R EQUIPMENT /MAN7RUS f AREA. GRID LINES, PIECES OBSERVED: /el P#A /• . / STRUCTURAL NOTES DETAIL, OR RFIS USED: / REMARKS, INCLUDING MEETINGS: . . . . V?hd d14 REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: . . 0 TEMPERATURE:. 'n' ' . SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: ('- SITE TIME FINISH: ( LUNCH PERIOD: 0 TRAVEL TIME: ______________________ VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE, SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature _•"'' Date of Report . ICBO Certification Number Print Name 0 City / County Certification Number Rev: 7/97 -- Corporate Office MONTANA Branch Office 2992 E. La Palma Ave., Suite A , 904 Rancheros Drive, Suite I Anaheim, California 92806 Testing & Geotechnical, Inc. San Marcos, California 92069 Tel: (714) 632-2999 Tel: (760) 735-5060 Fax: (714) 632-2974 FIELD REPORT Fax: (760) 735-8979 0 TECHNICAN TYPE OF'WORI< /f6 INSPECTOR//; 0/1 ( AVAILABLE: SOIL REPORT (V) (N) SPECS (Y) (N) APPROVED PLANSj?(N) - APPROVED SHOP DRAWING (V) (N) ARCHI / FOR WEEK ENDING I PR OJ ECT. NO ENG)FER' - REPORT NO. .-. PG J OF COTTOR(/ - C, 4 r ( /T1L_. PLAN FILENO. PERIDNE> 1 7127 —d SUB-GNTRACTOR Ji(r /A -Ll PROJECT'NME a- (iIJ 4! IN7cAIESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MAIUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. / TRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TFST REPORTS): TMATEpuSED CISEI / 4 AREA 'S, PIECES OBSERVEI r1RID LINE / /I6 / ) ) 6' ST AL I I OR RFIS'USE r,OA7( 44 ç £' (/f ,c /-chL ' 5 REMARKS, INCLUDING MEETINGS: I Ji'A& /(A fiLL j xjJ/JJ 40 REWORK ASP RCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: -fC) .( SAMPLES TAKEN: f( V" TESTS REQUIRED: / o7 SITE TIME START: 3 " SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED'BY.wt' I DO CERTIFY THAT) HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /199 Signature . Date of Report )CBO Certification Number - . / ( Print Name ' City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A iaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 All (• L\ MONTANA ji . . ........... - Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF'WO I ,l INSPECT9. 0 TECHNICAN -e--.-'' 1-:z:. cv • AVAILABLE: SOIL REPORT (V) (N) SPECS (Y) (N) APPROVED PLS (N) - APPROVED SHOP DRAWING (V) (N) ARCHITE T..—' ./'J / ENGINEER . FOR WEEK ENDING PROJECT 1 'NO. q. . REPORT NO. . PG OF . / CoRco( PLAN FILE NO. PERr P / PRME/j c'Ile - FECTJO ADORES'S .., I . .1 / yr/c DDRESS OF PROJECT /tJd'00 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTG SOIL MANUAL REVIEW PREVIOUS REP ØRTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFIItJECY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S. IS CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERI4 LS USED(5 BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. MATER L TEST REPORTS): I ,-6 a; OR ,A2 COJTRC ORS EOUIPMEfT/ M FJ'POWER USED: 727 A , ; V AREA, GRID LINES. PIECES OBSERVED: J / /V6,' // 'fj • 1A4 4Jff , ST UcTUR L NOTES, 0 ZL, OR RFIS USED: REMARKS, INCLUDING MEETINGS:' 79-e'1J 54 ft d4i? /4rr( REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: . TEMPERATURE: , SAMPLES TAKEN: /(? ) IS TESTS REOUIRED: 2" o SITE TIME START: _______________________ SITE TIME FINISH: LUNCH PERIOD: " TRAVEL TIME: " VERIFIED-BY0- / 1iC 97i4 DO CERTIFY THAT) HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLAN , SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date t Report ICED Certification Number Print Name / City/ County Certification Number / _Le' • Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK INSPECTOR ? El TECHNICAN AVAILABLE: SOIL REPORT (V) (N) SPECS )V) (N) APPROVED PLANJkN) , APPROVED SHOP DRAWING (V) (N) ARCHITE 7 (2 ;Kee 7-/2' FOR WEEK ENDING F7T2c / ENGINEER REPORT NO PG / OF / CIO TC1'OR //17 / PLAN FILE NO PE /e 5rT' $ PROJEC NAME INTION ADDRESS - egy/J7 SOFPROJEC ZJ REPORTING REQUIREMENTS: ICBO FIELD INSPECTION f.1ANUAUMTG SOIL MANUAL REVIEW PREVIOUS IEPO1kS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFIb+B14'CY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPEcTOR'S. IS CORRECTED, SO NOTE ON 'FHEpRIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. NTRAC)O R (INCLUDE RESEARCH REPOAN(R MATERIAL TEST MA'BV CO,q , REPO ç7 CT??ORS EOUIPMENT,IMANPOWER 9 ED 3 v / . . AREA, GRID LINES, PIECES OBSERVED: dd( C /J4r OJ (AJ - - STRUcWAL TES7orRFISuSE .f wet t_jl~ 44 REMARKS. INCLUDING MEETINGS: /e-4c REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: TEMPERATURE: TESTS REOUIRED: Z,3(-7 C/ / SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED 7/2 I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT . /3,1199 - Signature '-_, Date of Report . ICBO Certification Number 'Print Name . City/ County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE INSPECTOR t 0 TECHNICAN AVAILABLE: SOIL REPORT (V) (N) APPROVED PLANS4flN) SPECS (V) (N) APPROVED SHOP DRAWING (V) (N) ARCH -T FOR WEEK ENDING PRE ENGINEER REPORT NO. PG / OF / I A5TOR,7 ,, ('-&4 PLAN FILE NO PEW, SUB-COF(IRA€TOR (/ PROJrME/b/ INSPECTION ADDRESS 7j ' J /J ADDRESS OF PROJECT 'a REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MAI(UAUMTG SOIL MANUAL V REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND A17ACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATER USED1B It (INCLUDE RESEARCH REPORTNO. OR MATERIJST REPORTS'? YCO9 , Y>/-'cs ( //A' E CONTBACTORS EQUIPMENT / MANRJWERWSED.4' /,itr c/ , ( x; ,//(// LINES, PIECES OBSERVED /L' 2iic fr/t 1/6 C) S DETAIL9OR RF ST7LN IS7j REMARKS, INCLUDING MEETINGS: ,Of S/ '4 -I4' 6')V-e /jJe,II? d/ ! , c REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: TEMPERATURE: (/"ç' 1" TESTS REQUIRED: SITE TIME START: ___________________ SITE TIME FINISH: LUNCH PERIOD: ' TRAVEL TIME: ____________________ VERIFIED B9!t I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT (i7 /199/9" Signature " Date of Report ICBO Certification Numbe,r Print Name - City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 '1Z A/\ MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 1vPE.OyoRx f 'fJ IN$PE2TOR' 0 TECIINICAN / f(Y4' AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y( (N) APPROVED PLAN(4 (N) APPROVED SHOP DRAWING (Y) (N) A$ FOR WEEK ENDIN%>.7 r 7EgNo r-/-/- ENGINEER CORTOf/ . . j, J' REPORT NO. PG / OF PLAN FILE NO. PERNO, "7 9 y 3 SUB-C R?R PROrAfrd s - 7STFAD R S 14/ bDRESS OF POJECT /1[ ' REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALJMTG SOIL MANUAL / / REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORKDAY, OR MISSING MTRS AND RFIS, ETC., F1 OUT AND ATTACH A DEFICIENCY. REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATE LS USED BY CONTRACTOR (INCLUDE RESEARORT ( N R M I RIAL TEST RE RTS(: '. * i. (/iYp/L O/e Tsh. / CbNTRACTPRS EQUIPMENT/ MANPOWER USED: / ''' AREA, GRID LINES, PIECES OBSERVED: F / z/ SILUCTURALIN OThS.DE1(ILOUE çj q (X o REMARY, INCLUDING MEETINGS: 7C-7/ d /1Z #/ / / ,' ''L/.& cJ , REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: TEMPERATURE: 4J ,6. , TESTS REQUIRED: / ( SITE TIME START: SITE TIME FINISH: - LUNCH PERIOD: TRAVEL TIME: 7/Z6 I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /199 Signature ., Date of Report ICBO CertufiCati n Number Print Name ". City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 , - - ov MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF BK 'INSPE1çTOR' TECIINICAN AVAILABLE;' SOIL REPORT (V) (N) SPECS )Y) (N) APPROVED PLANtY) APPROVED SHOP DRAWING (V) )N) ARC CT ,,' FORWEEKEND[NG PREN ENGINEE / le REPORT NO. PG J OF CONYt CTOR / - I 'of(tcc /7A . PLAN FILE NO. PER frU' 0 T7— cj SU?Y7 PRO INSPECTION ADDRESS / L(Jc lULl t'/$b JBESS PR OF AD OJECT zh t REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTG SOIL MANUAL V REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NONCONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INsPEC'rOR's, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATE IALS USED BY CONTRACTOR (INCLUDE RESEARCH FIT NO. OR MATERIAL TEST REPORTS ,4 , ,fcic ., w4t....i R4-& I -/ CONAg7QUEN7NPOWUSED( (I/ /.J / J/ ? (Ii AREA, GRID LINES. PIECES,pSERVED: / j j SIALDETA7OR RFISSEIZh REMARKS, INCLUDING MEETINGS: ( _ - 'Ac itcc 1'--i REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: (7 SAMPLES TAKEN: TEMPERATURE TESTS REQUIRED: SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: — TRAVEL TIME: VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND/ OR THE APPROVED PLANPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature ' Date of Rport ICBO Certification Number // L Print Name "' City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 :t 'L •'E' MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 7355060 Fax: (760) 735-8979 TYPE OF WORK— INSPECTOR D TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (V) (N) APPROVED PLAN (N) APPROVED SHOP DRAWING (V) (N) ARCCT— FOR WEEK ENDING,,,/ y PROJECT NO ;f / EN R- REPORT NO. PG / OF / CO' 7O/ PLAN FILE NO. P73O97 yçç SU9)pR 7 !,4'/ $( PROJr%/4j( &1 INSPE TION DD ESS J oz,/ ADDRESS OF PROJECT / REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANtJAUMTG SOIL MANUAL . REVIEW PREVIOUS REPORTS AND LISTS IF THREE 15 NON—CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. CONTRA (R7NT/ANPO7ED)/*(J /JJ AREA, GRID LINES, PIECES OBSERVED: .STR OEiy(ORRF6 / REMARKS, INCLUDING MEETINGS: iA ,A/47L( d ' 4A1 4 ' REWORK AS PE CENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: TEMPERATURE: t''5 ....,L... TESTS REOUIRED: SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: '"'" TRAVEL TIME: ________________________ VERIFIED 97/Z6 I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIESWITH THF SOIl INVFSTIRATIOf'J RFCOMMFFJI)ATIOEIS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /199 ,Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA i. Testing & Geotechnical, Inc. FIELD REPORT 1318 E. Mission Rd., Suite 282 San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 TYPE OFIp ?ECTOR j7 0 TECHNICIAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) ( j C Al APPROVED PLAN (N) APPROVED SHOP DRAVUNG (Y) (N) ARCH ITE. FOR REEK ENDING I VO PROJECT ENGJA OF REPORT NO PIS CONTRVUAIOIR PLAN FILE NO PER SUB-CONT RACTOR. PROIENA1IE / IPf) ADDRESS 6cAr/t4,, OF PROJECT 4/ / REPORTING REQUIREMENTS: ICBQ FIELD INSPECTION MANUAL/MTG SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS - MATERIA US BY CONTRACTOR (INCLUDE RESEARCH EPORT NO OR TERIAL TEST REPORTS 44, , 7T // AREA,NES. PIECES OBSERVED: / 'e L' @/e STR CT , OR IS ,j $yjJ REMARKS, INauDING MEETINGS.' v-iJ /)L-( C' c /(L lit 4 / REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: (,t_ArJ' TEMPERATURE SAMPLES TAKEN: TESTS REQUIRED: '1 ?t, 7 ( SITE TIME START: I' SITE TIME FINISHED: LUNCH PERIOD: ___________________ TRAVEL TIME: j VERIFIEDiY,I C? I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTIONS OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT __________________ _7_/199 __________ SI alure Dale of Report ICBO Certification Number 2 ' Print Name City/County Certification Number Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Ap MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite L San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OPWORK "01NSPEG OR / 0 TECHNICAN L7 K - AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLAN APPROVED SHOP DRAWING (V) (N) AR ( UJ FOR WEEK ENDIN6/(3/ y 7EN o / ENGIN, .- REPORT NO. . PG / OF / CONTR (/f SUBOF1TRACTO ,% /Xa PLAN FILE NO. I PERMt4Q, /_ PRO dt ME/J ADDRESS INSP7A PROJE c 4 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALJMTG SOIL MANUAL REVIEW PREVIOUS RIORIS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTEON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MAT EO, BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): COZRS OUIPMENP'I MANPOWER USED: E /_ryeJ4.-XYcVS I AREA, GRID LINES. PIECES OBSERVED: 5, 7'' ,4(/1i4f) /2 c / ,) 1 TES DETAIL, OR RF S Nb, IS USE i%cc/ r p4,4 REMARIrNcLunING MEETINGS: eLr ,4 €/, REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: /1It.A_7 TEMPERATURE: SAMPLES TAKEN: TESTS REOUIRED: SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: _______ VERIFIED BY: 2 -CC I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS"WOJK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT g_- / /199 c) Si nature Dat of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 :.' MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite L San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK 1'NSPECTOR CHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y)'(N) "') ijF ' o err - APPROVED PLANS,()? (N) APPROVED SHOP DRAWINGt(N) ARCHITECT I / - Sn,i-H FOR WEEK ENDING (c l-S?6(4 PROJECT. NO. ENGINEER • REPORT NO. PG OF 7IIfl CONTRACTOR ( L L/Af..S PLAN FILE NO. j PERNO. 177 SUB-CONTRACTOR PPCIFK' (tii.sT Srt. PROJECT NAME (1c - INSPCTION ADDRESS J V ADDRESS OF PROJECT Lon4A 'd IC.t4\t Cb my- REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY,-YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): kTeI ,4(pi5 lix , Tcy SpA c:;1r we~o 57-!M I 421a LL t4-D. CONTRACTORS EQUIPMENT/ MANPOWER USED Vr 4.wJ 4 T#i' AREA, GRID LINES, PIECES OBSERVED: t' SITE. '2c4$Au trnAf.,c C& Fcr woLL Appoir 10 + 0SF4 Ti'; .eic L/Ab 4'- 32- 150 ,/ Th/i u lw Xjiii Ajeso ççjç V,4ovv PA ) *4 STRUCTURAL NOTES, DETAIL, OR FIRS USE: _bPrAIL A 3 4-AS -To i)-Dmc A1xy R c4s. t. cvtcv. REMAhKS.JN, LUDI C MEETINGS: F5 -,AJ S7F er t• 0) 45 WOR I rt Fb ThI /2J. r-.'4 O' ,te,o, (Lar/ø-r, 4nO el- 4e.44rFS. / ,r or 3 On.,e.,VrF oAazoow ( JO of F1*A4JP hl1Wx '75 i (li',iIL lrosr 1.4Jfl1L O)11 12&)C' 3)G(; fle4r '70442-4. 1I g REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: 1' C. L&) P& I/ SAMPLES TAKEN: I SE" ' 7 TEMPERATURE: •1 2 TESTS REQUIRED: F • '15Lu iett'p. SITE TIME START SITE TIME FINISH:.P7/z6 LUNCH PERIOD: ___________________ TRAVEL TIME: _____________________ VERIFIED BY: . I DO CERTIFY THAT I HAVE PERSONALLY 'OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, HE P ROVED PL NS SPECI ND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 2 ,FITIOS / '17O Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7197 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPED K TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLAN) APPROVED SHOP DRAWING (V) (N) FOR WEEXENDING /y 1?7E~ NIL ENGfl /- REPORT NO. PG / OFJ C?0!! / CTO C PLAN FILE NO. I!f z- SUB-CONTRACTOR PR / INSPEç ODRESS , ADDRESS OFPRL REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANOALIMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING M'TRS AND RFIS, ETC., FILL O U T A N D A T T A C H A D E F I C I E N C Y R E P O R T WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S. IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. EDONTRA7R DEZ MATE S EARCH REPORTJA.OaMATçIAI. TEST REPORTS) id $ic CON1S EQUIPMENT I MANP9WJ R U0 /rr.s AREA, GRID LINES. PIECES OBSERVED: 2, r CSM10< RFIS te 2D / REMARKS, INCLUDING MEETINGS: YL eI REWORK AS P~OGENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: .7L_ SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: CGC I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOT E D I N T H E D E F I C I E N C Y R E P O R T /1991 Signature Date of Report ICBO Certification Number ,Z/ Print Name '.'- City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED .ANS (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING -ff PR7 T Nç ENGI REPORT NO. PG OF ) / PLAN FILE NO. I SUB-CNTRACTOR P4( INSPECR ADDR 1 AbBRES OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MAB(tJAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC.. FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERI S SED BY CONTRACTOR (INCLUDE RP REEARCH REP NO OR MfTERIAL TEST N) f ID 0) C7 R EQUIPMENT! MAN AREA. GRID LINES, PIECES OBSERVED: ( 3 IC3_ r A 2"LVT 6 ORD: 7z REMARKS. INCLUDING MEEIYNGS: 97'- i4 J 4d7 REWORK A ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES SAMPLES TAKEN: TEMPERATURE: 5Z2L.. TESTS REQUIRED: _724- 2_q" SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: ______ VERIFIED BY L 2j7/z I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /199 Signature ICBO Certification Nber -... 7 . Print Name City / County Certification Number Rev: 7/97 I I A\ MO N TANA Testing & Geotechnical Inc - Corporate Office Branch Office 2992 E La Palma Suite A 904 Rancheros Dr Suite L Anaheim CA 92806 San Marcos CA 92069 Tel (714) 6321-2999 Tel (760) 735 5060 Fax: (714) 632-2974 Fax: (760) 735-879 REPORT OF CYLINDER TESTS CITY OF CARLSBAD—BLDG INSPECTION DEFT PROJECTNO. 01-01628-14 2075 LAS PALMAS . - PROJECT NAME: CARLSBAD AIRPORT LOT CARLSBADq CA 92009 41, 1916 P(LOMAR PROJECT ADDRCARLSBAD BP/OSA NO. 98-00077 PLAN FILE:NO CLIENT: CAC ASSOCIATES SET 4034 LAB NUMBER• AGE (DAYS) DA DATE NOMINAL SIZE ACTUAL AREA (SQ. IN.) LOAD LOS) STRENGTH (PSI) TYPE 0F_ FRACTURE A 7 Jul 02 6X12 2846 . 69000 . . B 14 Jul 09 6X12 2846 810(__)0 2846 C 28 Jul 23 6X12 28.46 . . D 28 . Jul 23 6X12 2846 . SPECIFIEDSTENGTH 3250 PSI CA 'ST BY 88 ' ON 98 Jun. 25 DATE RECEIVED, 98.Jun .26 LOCATION RET. WALL FOOTING E . CONCRETESIJPPLIER' NELSON / SLOAN AIR MIX NO. 628 TYPE OF CEMENT. . UNIT WEIGHT PCF TICKET NO 78855 MIXING TIME 60 MIN CONCRETE TEMP 69 °F WATER ADDED AT SITE AMBIENT TEMP 75 ° F AUTHORIZED BY •.. ADMIXTURES' CAL . I SLUMP 45IN REMARKS DISTRIBUTION (4) . . CAC ASSOCIATES . . PRIME STRUCTURAL ENGINEERS . . CITY OF CARLSBAD—BLDG. INSPECTION DEPT RespectfullySubrnitted, COLLINS GENERAL CONTRACTORS - - C COMPRESSIVE'STRENGTH: EcoNFoRMs DOES NOT CONFORM LJ 98. Jul'. 13 MO N TANA Testing & Geotechnical Inc Corporate Office Branch Office 2992 E La Palma Suite A 904 Rancheros Dr Suite L A\ Anaheim CA 92806 San Marcos CA 92069 Tel (714) 632-2999 Tel..(760).7357-5660 Fax: (714)632-2974 Fax: (760) 735-8979 REPORT OF CYLINDER TESTS - CITY OF CARLSBAD—BLDG. INSPECTION DEPT. PRÔJECTNO. 01-01628-14 2075 LAS PALMAS PROJECT-NAME: CARLSBAD AIRPORT LOT CARLSBAD, CA 92009 41 1916 PALOMAR - PROJECT ADDR. CARLSBAD BP/OSA NO. 98-0077 PLAN FILE NO: CLIENT: CAC ASSOCIATES .1 SPECIFIED STRENGTH 3250 PSI CAST BY BB ON 98. Sun .11 DATE RECEIVED 98. Jun. 12 LOCATION FOOTING WALL A CONCRETE SUPPLIER NELSON / SLOAN AIR MIX NO 628 TYPE OF CEMENT UNIT WEIGHT PCF TICKET NO 7 )486() MIXING TIME 6() MIN CONCRETE TEMP 68 °'F WATER ADDED AT SITE AMBIENT TEMP 75 • F AUTHORIZED BY''ADMIXTURES CALCIUM 1 SLUMP 45IN REMARKS .. - 1 p DISTRIBUTION (4) - CAC ASSOCIATES PRIME STRUCTURAL ENGINEERS .. CITY OF CARLSBAD-BLDG. INSPECTION DEPT. Respectfully Submitted, COLLINS GENERAL CONTRACTORS I C COMPRESSIVE STRENGTH 06COMFORM-S DOES NOT CONFORM - . .. 98Ju11.13 SET 669 LAB NUMBER AGE (DAYS) DA TE NOMINAL SIZE ACTUAL AREA (SO IN.) LOAD (LBS) STRENGTH (PSI) TYPE OF FRACTURE A 7 Jun 18 6X12 28.46 . 70500 2477 B 28 Jul 09 6X12 28 46 10750() 35777 C 28 Jul 09 6X12 28.46 108000 3794 MONTANA Testing&.Geotechnicai, mo. Corporate Office Branch Office 2992.E. La Palma, Suite A 904 RancherosDr., Suite L Anaheim, CA 92806 San Marcos, CA 92069 Tel. (714)632-2999 Tel: (760) 7355060 Fax: (714) 632-2974 Fax: (760)735-8979 REPORT OF CYLINDER TESTS CITY OF CARL.SBAD-BLDG.. INSPECTION DEPT.. 2075 LAS PALMAS CARLSBAD C( 92009 CLIENT: ASSOCIATES PROJECT NO. 01-01628-:14 PROJECT NAME: CARLSBAD A:l:RPOl:T l...O•r 41 1916 PALOMAR PROJECT ADDR. IARI...SBAD BP/OSA NO. B00077 PLAN FILE NO: SET 3780 LAB NUMBER AGE (DAYS) - ATE NOMINAL SIZE ACTUAL AREA (SO. IN.) LOAD (Los) STRENGTH (PSI) TYPE OF FRACTURE A 7 Jun 23 6X12 28..'46 67000 2354 B 28 Jul. :146X12 28., 116 97500 3426 C 28 Ju:L 14 6X12 28..46 102500 3601 SPECIFIED STRENGTH so PSI CAST BY r ON 98.. Jun.. :16 DATE RECEIVED 93 J 1 7 LOCATION CIF WALL ! ENTRYWAY CONCRETE SUPPLIER l.,ll:.lc;c)l.,l // c;lr)l,l AIR C' MIX NO. 628 TYPE OF CEMENT. UNIT WEIGHT PCF TICKET NO. 706:1:1.2 MIXING TIME 60 MIN CONCRETE TEMP 67 °F WATER ADDED AT SITE :1 0 (3ALL..ONS AMBIENT TEMP 60 O F AUTHORIZED BY i,c;F::p ADMIXTURES CALCIUM :1 SLUMP <> IN REMARKS DISTRIBUTION (/4 CAC ASSOC :1: AlES lylE: t:ilc• :1: l-ll:l:l: c :i: rY• OF CARL..SBAD-•PI...DG. :c NSPECT 3: ON DEPT. Respectfully Submitted, )l I I l'l'> GE'NE-RAL. CIJI'I I r" rum '- • COMPRESSIVE STRENGTH: /CONFORMS, DOES NOT CONFORM LII 98,Ju0. Ic', . MONTANA Testing &.Geotechnical, Inc. Corporate Office : . Branch Office 2992.'E. La Palma, Suite A 904 Rancherás. Dr., SUite L . Anaheim, CA 92806 San Marcos, CA 92069, Tel. (714) 632-2999 Tel. (760).735-50:60. Fax: (714) 63272974 Fax:-(760),735-8979 REPORT OF CYLINDER TESTS . . .. . . . . CITY OF CARLSBAD—BLDG. INSPECTION DEPT. PROJECT NO. 01-01628-14 2075 LAS PALMAS .. . . . - PROJECT-NAME: CARLSBAD, AIRPORT LOT CARLSBADq CA 92009 - . . . 41 1916 PALOMAR PROJECT ADDR. CARLSBAD BP/OSA NO. 98-0077 PLAN FILE. NO CLIENT: CAC-ASSOCIATES 1. SPECIFIED STRENGTH .32.50 PSI CAST By BB. ON 98.Jun. 11 DATERECOVED 98. Jun. 12 LOCATION FOOTING WALL A:-. . . CONCRETE SUPPLIER, NELSON:, SLOAN . . AIR . . . MIX NO. 628 - -TYPE OF CEMENT . UNIT WEIGHT - PCF . TICKET NO. 704860 - MIXING TIME 60 MIN CONCRETE TEMP . 68 OF WATER ADDED AT SITE . . . AMBIENT TEMP .- 75 o F ZE AUTHORID BY' . ADMIXTURES - CALCIUM 1 SLUMP. 4,,5IN . . . . . . . .. - REMARKS DISTRIBUTION (4) CAC ASSOCIATES . . . ,... . .. . . I . . PRIME STRUCTURAL ENGINEERS. .0 I TV - OF CARLSBAD—BLDG. INSPECTION DEPT. Respeótfully Submitted, . . -. COLLINS GENERAL CONTACTORS -. . .. . .. ........ - c - - - - . COMPRESSIVE STRENGTH: ONFORMS DOES NOT CONFORM 98. Jun .22 SET. 3669 - AGE- DATE - LAB NUMBER -(DAYS) SIZE , (SQlN.-) (LBS) (PSI) FRACTURE NOMINAL ACTUAL AREA LOAD STRENGTH _TYPE OF. A- -7 -. Jun -Is,- 6X12 - 28.46 70500 2477 B - 28 . Jul 09 -. 6X12 •2846 C - 28 JLil:09 . 6X12 . 28.46 .- MONTANA Testing.& Geotehnical, Inc. Corporate Office Branch Office 2992 E La Palma Suite A 904 Rancheros Dr Suite L AN Anaheim CA 92806 San Marcos CA 92069 Tel. (714) 632-2999 Tel. ..(60) 735-5060 Fax: (714) 632-2974 , Fax: (760) 735-8979 REPORT OF CYLINDER TESTS CITY OF CARLSBAD—BLDG INSPECTION DEPT PROJECTNO. 010162814 2075 LAS' PALMAS - , PROJECT -NAME: CARLSBAD AIRPORT LOT CARLSBAD; CA 92009 . 41 1916 PALOMAR PROJECT ADDR. CARLSBAD BPIOSANO. 800077 PLAN FILE NO: . CLIENT: CAC ASSOCIATES I SPECIFIED STRENGTH 3250 Psi CAST BY 88 ON 98 Jun 16 DATE RECEIVED 98 Jun 17 LOCATION CIP WALL @ ENTRYWAY I CONCRETE SUPPLIER NELSON / SLOAN AIR MIX NO. 628 TYPE OF CEMENT UNIT WEIGHT PCF TICKET NO. 706112 MIXINGTiME 60 MIN ' CONCRETE TEMP . 67 &F WATER ADDED AT SITE in GALLONS AMBIENT TEMP 6() °F AUTHORIZED BY USER ADMIXTURES CALCIUM 1 SLUMP 5 0 IN : REMARKS - -. p DISTRIBUTION (4) CAC ASSOCIATES- . PRIME STRUCTURAL ENGINEERS CITY OF CARLSBAD—BLDG INSPECTION DEFT Respectfully Submitted, COLLINS—GENERAL CONTRACTORS - I C COMPRESSIVE STR CONFORMS ENGTH DOES NOT CONFORM 98 Jun 25 SET :78() LAB NUMBER AGE (DAYS) DATE NOMINAL SIZE ACTUAL AREA (SO. IN,) LOAD (LBS) STRENGTH (PSI) TYPE OF FRACTURE A 7 Jun 23 6X12 2846 67000 2354 B 28 Jul 14 6X12 2e.46 C 28 Jul 14 6X12 2e.46 MONTANA Testing & Geotechnical,. Inc Corporate Office Branch Office 29.52,E. La Palma, Suite A 904 RancherosDr., Suite L Anaheim, CA 92806 San Marcos, CA 92069 Tel. (714) 632-2999 Tel. (760) 735-5060 Fax:. (714),632-2974 Fax: (760) 735-8979 REPORT OF CYLINDER TESTS CITY OF CARLSBAD-BLDG INSPECTION DEFT 2075 LAS PALMAS CARI...SBAD CA 92009 CLIENT: CAC ASSOCIATES PROJECT NO. 01-01628-14 PROJECT NAME:CARLSBAD AIRPORT l...OT 41,, 1916 PAL.OMAR PROJECT ADDR.LAkl...:>AX) BP/OSA NO. 980077 PLAN FILE NO 4 SET LAB NUMBER AGE (DAYS) DATE NOMINAL SIZE ACTUAL AREA (SO. IN.) LOAD (LBS) STRENGTH (PSI) TYPE OF FRACTURE A 7 1.6 6X12 2846 64500 2266 B 28 Jul 07 6X12 28..46 C 28 Ju:I. 07 6X:l.2 2EL46 SPECIFIED STRENGTH 321.50 PSI CAST BY BB LOCATION CONT. FOOTING D AT DRIVEWAY CONCRETE SUPPLIER NEl..SOl'l / Sl...OAN MIX NO. 623 TYPE OF CEMENT TICKET NO. 704032 MIXING TIME 50 MIN WATER ADDED AT SITE AUTHORIZED BY SLUMP 4.5 IN REMARKS '4 ON 98 Jun 09 DATE RECEIVED 98 Jun :l::t. AIR UNIT WEIGHT PCF CONCRETE TEMP 68 6 F AMBIENT TEMP 14 °F ADMIXTURES :1: Liii :1: DISTRIBUTION (4) CAC A3c)c; :i: ArES PR :1: lylE: 5....LJ('S"(LJp1l EI'IO :i: lll:l:Rs CITY OF CARL.SBAD--BLDG., INSPECTION DEFT*, Respectfully Submitted, I OL L I l'l Ofl'I[ I Al CON I RAl TOR COMPRESSIVE STRENGTH: LII.CONFORMS DOES NOT CONFORM El 98 Jun :1.7 ,.,••.. MONTANA Testing.& Geotechnical, Inc. / Corporate Office Branch Office / \ 2992. E. La Palma, Suite A 904 Ranéheros Dr., Suite L Anaheim, CA 92806 San, Marcos, CA 92069, Tel. (714) 632-2999 Tel. (760) 735-5060 Fax: (714) 632-2974 Fax: (760) 735-8979 REPORT OF GROUT TESTS CITY OF CARLSBAD—BLDG. INSPECTION DEPT. PROJECTNO. 01-01628-14 2075 LAS PALMAS PROJECT NAME:CARLSBAD AIRPORT LOT CARLSBAD CA 92009 41, 1916 FALOMAR PROJECT ADDR. CARLSBAD BP/OSA NO. 98-00077 PLAN FILE. NO CLIENT: CAC ASSOCIATES . AflA SET LAB NUMBER . AGE (DAYS) DATE NOMINAL SIZE ACTUAL AREA'- (SO IN) LOAD (Leis) STRENGTH (PSI) TYPE OF FRACTURE GA 7 . Jul 02 3X3X7 954 23500 2463 GB 28 Jul 23 3X3X6 963 33000 3425 GC. 28 Jul 23 3X3X6 8.85 34000 3842 HD 28 Jul 23 ' (-)c)c HE 28 J u 1 23 . 0. 00 SPECIFIED STRENGTH 2000 PSI CAST BY BB LOCATION RET. WALL A ,CONCRETE SUPPLIER PALOMAR TRANSIT MIX MIX NO. 386201 TYPE OF CEMENT TICKET NO. 833513 MIXING TIME 90 MIN- WATER ADDED AT SITE 25 GALLONS AUTHORIZED BY USER SLUMP 8 . 0 IN REMARKS ON 98.Jun..25 DATERECEIVED 98,J Lin. 26' AIR . UNIT WEIGHT . PCF CONCRETE TEMP 68 OF AMBIENT TEMP 76 0 F ADMIXTURES DAREX I I DISTRIBUTION (4) 0 CAC ASSOCIATES . • . PRIME STRUCTURAL ENGINEERS . CITY OF CARLSBAD—BLDG. INSPECTION DEPT. Respectfully Submitted, COLLINS GENERAL CONTRACTORS [/ COMPRESSIVE STR CONFOR DOE M ENGTH: CONFORS M E 98.Jul.24 MONTANA Testing & Geotechnical,. Inc. Corporate Office Branch Office / 2992E. La Palma, Suite 904 Rancheros Dr., SUite L Anaheim, CA 92806 San- Marcos, CA 92069 Tel. (714)632-2999 - Tel. (760) 735.5060. Fax: (714) 632-2974 Fax: (760,) 735-8979 REPORT OF CYLINDER TESTS CITY OF CARLSBAD—BLDG. INSPECTION DEPT. 2075 LAS PALMAS CARLSBAD CA 92009 CLIENT CAC ASSOCIATES PROJECT NO. 01-01628--14 PROJECT NAME:CARLSBAD AIRPORT LOT 41, 1916 PALOMAR PROJECT ADDR. CARLSBAD BP/OSA NO. 98-00077 PLAN FILE. NO -' SET 4034, LAB NUMBER AGE (DAYS) T NOMINAL SIZE ACTUALAREA . (SO. IN.) - LOAD . (LBS) STRENGTH (PSI) TYPE OF FRACTURE A 7 Jul 02 6X12 28.46 69000 2424 B 14 Jul 09 6X12 . 28.46 .81000 2846 C 28 Jul 23 6X1 e.46 10000x 51 D 28 Jul 23 .6X12 28.46 102500 3601 SPECIFIED STRENGTH 3250 PSI CAST BY BB LOCATION RET. WALL FOOTING E CONCRETE-SUPPLIER NELSON / SLOAN MIX NO. 628 TYPE OF CEMENT TICKET NO. 708855 MIXING TIME 60 MIN WATER ADDED AT SITE AUTHORIZED BY SLUMP 4.5 IN REMARKS ON 98Jun.25 DATE RECEIVED 98.Jun.26 AIR . UNIT WEIGHT PCF CONCRETE TEMP 69 0 F AMBIENT TEMP 75 °F ADMIXTURES CAL I DISTRIBUTION (4) CAC ASSOCIATES . PRIME STRUCTURAL ENGINEERS CITY OF CARLSBAD—BLDG. INSPECTION DEPT. Respectfully Submitted, COLLINS GENERAL CONTRACTORS . . ...--. - C - COMPRESSIVE STRENGTH: ZCONFORMS DOES NOT CONFORM [11 - 98.Jul.24 MONTANA Testing, &, Geotechnical, Inc. Corporate Office Branch Office 2992 E. La Palma, Suite A 904 Rancheros Dr., Suite L Anaheim, CA 92806 San Marcos, CA 92069 Tel. (714) 632-2999 Tel. (760)735-5060. Fax: (714)632-2974 Fax: (760)735-8979 REPORT OF CYLINDER TESTS CITY OF CARLSBAD—BLDG. INSPECTION DEPT. 2075 LAS PALMAS CARLSBAD CA 92009 CLIENT CAC ASSOCIATES PROJECT No. 02-01628-14 PROJECT NAME: CARLSBAD AIRPORT LOT 41 1914 PALOMAR PROJECT ADDR. CARLSBAD BP/OSA NO. B9800077 PLAN FILE NO 1- SET- 3963 LAB NUMBER AGE-- (DAYS) DATE -NOMINAL SIZE ACTUAL AREA (SO. IN.) LOAD - (LOS) STRENGTH (PSI) TYPE OF FRACTURE A 7 Jun 30 6X12 . 28.46 88500 3109 B 28 Jul 21 6X12 28.46 116000 4076 C 28 Jul 21 6X12 28.46 118500 4163 SPECIFIED STRENGTH 3250 PSI CAST BY BB LOCATION FOOTING FOR RET. WALL C CONCRETE SUPPLIER NELSON / SLOAN MIX NO. 628 TYPE OF CEMENT. - TICKET NO. 705157 MIXING TIME 60 MIN WATER ADDED AT SITE AUTHORIZED BY SLUMP 4.0 IN REMARKS ON 98.Jun.23 DATE RECEIVED 98.Jun.24 AIR UNIT WEIGHT • PCF CONCRETE TEMP 69 °F AMBIENT TEMP 73 ° F ADMIXTURES - CAL. 1 DISTRIBUTION (4) CAC ASSOCIATES PRIME STRUCTURAL ENGINEERS CITY OF CARLSBAD—BLDG. INSPECTION DEFT. Respectfully Submitted, COLLINS GENERAL CONTRACTORS COMPRESSIVE STRENGTH: CONFORMS. DOES NOT CONFORM LI 98.Jul .23 LLI MASSON & ASSOCIATES, INC. PLANNING v ENGINEERING v SURVEYING 97-026 August 10, 1998 Ron Burke Building Inspector CITY OF CARLSBAD 2075 Las Palmas Drive Carlsbad, CA 92009-1576 RE: Lot 41, Carlsbad Airport Center At the request of John Paulen of Collins General Contractors, I have made a field review of the footing for retaining wall "F" at the upper end of the HDCP access ramp. The footing will have sufficient cover and lateral restraint upon completion of the backfill and sidewalk adjacent to the wall. The footing as it exists is approved for construction. If you have any questions please call me. MASSON & ASSOCIATES, INC W. Douglas;ZMasson, P.E. .17706 R.C.E. 17706 OF C DWM:dwm .. cc: John Paulen, ColliiGeneral Contractors, C:\MyFites\Word Pcrfe\9726retwa1ftgcert.WPD 200 EAST WASHINGTON AVE. • ESCONDIDO , CA 92025 • (760) 741-3570 • FAX (760) 741-1786 . I Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA - \ Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite L San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WOR 0 INSPECTOR LI TECHNICAN k/A IFcflC L) AVAILABLE: SOIL REPORT (Y)N) SPECS (Y)-(N APPROVED PLANS (Y) (N) APPROVED SHOP DRAWING (V) (NP ARCHITECT FOR WEEK ENDING - PROJECT. NO. ENGINEER 4 - REPORT NO. PG / OF CONTRACTOR PLAN FILE NO. PER ILNO. SUB-CONTRACTOR A sr PROJEC-T NAME .4 .MO (oc,- (bA( G,c/rp,' INSPECTION ADDRES /9/fl ka,'4k ,_). ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATE LS USED BY CON RACTOR (INCLUD ESEARCH REPORT NO. OR ATERIA TEST REPORTS): ,4W 3, c4 (2rc J 4F CONTRACTORS EQUIPMENT / MANPOWER USED: - AREA, GRID LINES, PIECES OBSERVED: 'crL 10 Ti-i &?wqD LàE " * STRUCTURAL NOTES, DETAIL, OR RFIS USED .4- St -r '1 - - TJ1TLS -r REMARKS, INCLUDING MEETINGS: 5TL UjAs iu?.- "3IZ L4 LOC4TICW 4013 4 &i ,4c ovne Ew9Av,4rr8 REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: - _(4 '" TEMPERATURE: 0 _,.. SAMPLES TAKEN: TESTS REQUIRED: II SITE TIME START: ( QL l 5 U SITE TIME FINISH: __________________ ____________________ VERIFIED BY: H LUNCH PERIOD: ______________________ TRAVEL TIME: _______________________ I DO CERTIFY THAT) HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH-THE SOIL INVESTIGATION RECOMMENDATIONS, NJR THEAPP ROV P PANS, SPECIFICATION ANO APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT c4 4J 14 / /0199 73o Signature Date of Report ICBO Certification Number Print Name - City / County Cértif (cation Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 /\let, MONTANA .--. Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK )'INSPECTOR 0 TECHNICAN (' /)I'J C 7 A 11 AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANS (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT . cit 1r14 FOR WEEK ENDING PROJECT. NO. ENGINEER I _F REPORT NO. PG I OF I I CONTRACTOR . C S__L__t_____A.. PLAN FILE NO. ___F PERMIT NO. L SUB-CONTRACTOR E PROJECT NAME /4PL4d INSPECTION ADDRESS ADDRESS OF PROJECT i'i. 14LM4J I'L. 1R,t,i/ REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S; IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): 1) ,C b; -- YYC%( 1 CONTRACTORS EQUIPMENT! MANPOWER USED: 17 ' rv!5f AREA, GRID LINES, PIECES OBSERVED: ,5u1 J'14fJ &_ STRUCTURAL NOTES, DETAIL, OR RFIS USED: Is REMARKS, INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: Cj 9A P, TEMPERATURE: SAMPLES TAKEN: / S E7 a4 3 TESTS REQUIRED: 5t.1 SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR T E'APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT #' //199 Signature / Date of Report ICBO Certification Number PrintTame City/ County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Ranheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK KINSPECTOR 0 TECKNICAN AVAILABLE: SOIL REPORT )Y) (N) SPECS (Y) (N) APPROVED PLANS (V) (N) APPROVED SHOP DRAWING (V) (N) ARCHITECT FOR WEEK ENDING . PROJECT. .NO. ENGINEER, . REPORT NO. PG OF CONTRACTOR PLAN FILE NO. PERMIT NO. SUB-CONTRACTOR . PROJECT NAME INSPECTION ADDRESS . ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTG SOIL MANUAL . REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): e 7I_ U /(7 CONTRACTORS EQUIPMENT / MANPOWER USED: 2 AREA, GRID LINES, PIECES OBSERVED: . . . /&-.f. STRUCTURAL NOTES, DETAIL. OR RFIS USED: i'., .. . REMARKS, INCLUDING MEETINGS: - fl - REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: TEMPERATURE: TESTS REQUIRED: SITE TIME START: "'-" 77 SITE TIME FINISH: f-' LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT) HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND OR THE APPROVED PLANS, SPECIFICATIONS ANDAPPL)CABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 7 / ?/ /199 '.'' / 'Signature "-'' . . Date of Report ICED Certification Number 1• k;.-, 2<',5 -, Print Name - City! County Certification Number Rev: 7/97 Th '-- _44• 7,7 , -•-- ... :,j, ---- Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 0 MONTANA Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPEOF WORK A 1NSPECTOR,.. 0 TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLAN(N) APPROVED SHOP DRAWING (Y) (N) ARCH 1L (1 FOR WEEK ENDING ENGINER- 7'i"'J-4.-'. REPORT NO. PG / OF COPrATOY/ PLAN FILE NO SUB7ACg () INSPECN ADDRESS .- /1/ 7C (L (/ (v ADDRESS OFPROJE/( I REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAU1ITG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECIOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIA'LS USED BYCONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS): , 3/ /6 CONTRACTORS EQUIPMENT I MANPOWER i 10, AREA, GRID LINES, PIECES OBSERVED: /()<7t fiji '7' ( /(ctI s P' ES-D ETA IL, OR RFISIJS ST7C T / s c1 - Si REMARKS, INCLUDING MEETINGS: 4 REWORK AS PERCENT OF ALL WORK TODAY: \ PERCENT PROJECT COMPLETION: WEATHER: !., TEMPERATURE: '7' SAMPLES TAKEN: TESTS REQUIRED: $7' 7 3 SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: CC 97-fZ(0 I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /199 Signature Date of Report ICBO Certification Number 77 c Print Name City I County Certification Number Rev: 7/97 T - -- -- .'. Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 1'* MONTANA Testing & Geotechnical, Inc FIELD REPORT Branch Office 904 Rancheros Drive, Suite 1 San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK ,1NSPECTOR' 0 TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (V) (N) APPROVED PLAN$(N) APPROVED SHOP DRAWING (V) (N) ARCH , (/ FOR WEEK ENDING '?4 /y"y/ PR7 CT No? ENGINE R REPORT NO. PG / OF / CON?ATOR// 4.11 1 SUB'CONTRA670R,-_ PLAN FILE NO. PERM9 /or i-Id PROp // (2c1 ( INS / EC;rONA 0 ESS 9/ ddc ADDRESS OF PROJ 1 E — REPORTING REQUIREMENTS: ICBO FIELD INSPECTIOrq MANUAUMTG SOIL MANUAL V REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MAT 1AL.SUSED,,.B.V CONTRACTOR (INCLUDE 2 R SEARCH REPORT NO. ORFMATEIAL TEST REPO Sr" /V 1 CQNBACTORSaU)MENT/MANPOWER USE : / V 'b', ,.'% J AREA, GRID LINES, PIECES OBSERVED: __ Of P~rlelf 1011f If STR T RAL NOTES, DETAIL. R FIRS USE / , t c. REMARKS. INCLUDING MEETINGS: REWORK AS P RCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: (?e . TEMPERATURE: SAMPLES TAKEN: (f ç/) TESTS REOUIRED: 1 1 SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / / /1991 Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 MO N TANA Testing & Geotechnical, Inc. Corporate Office . Branch Office 2992 E. La Palma, Suite A 904 Rancheros. Dr., Suite L Anaheim, CA 92806 San, Marcos, CA 92069 Tel. (714) 632-2999 Tel. (760).735-5060. Fax: (714) 632-2974 Fax: (760) 735-8979 .4 REPORT OF GROUT TESTS CITY OF CARLSBAD—BLDG.. INSPECTION DEPT.. PROJECT NO. 01014281_________ 2075 LAS PALMAS PROJECT NAME FSffAD—RPORT—LOT CARLSBAD q CA 92009 . 41 916PALOMAR PROJECT ADDR. CARl...SBAI) BP/OSA NO. CI""9800077 PLAN FILE. NO CLIENT: CAC ASSOCIATES SET 4:l34 LAB NUMBER AGE (DAYS) DATE NOMINAL SIZE ACTUAL AREA (SQ. IN.) LOAD (LBS) STRENGTH (PSI) TYPE OF FRACTURE GA 7 Jul 07 3X3X6 9.i 86 23000 2333 GB 28 Jul 28 3X3X6 949 30000 . 33 (3C 28 Jul 28 3X3X6 9..48 37500 HI) 28 Jul 28 0..00 HE 28 Jul 28 . 0..00 SPECIFIED STRENGTH 2000 PSI CAST BY BB LOCATION BLDG 1 WALL B UP TO TOW CONCRETE SUPPLIER PALOMAR TRANSIT MIX MIX :1. TYPE OF CEMENT TICKET NO. 834793 MIXING TIME MIN WATER ADDED AT SITE 30 GALLONS AUTHORIZED BY USER SLUMP 8 0 IN ON 98 Jun .. 30 DATE RECEIVED 98.. Jul ..01 AIR UNIT WEIGHT CONCRETE TEMP AMBIENT TEMP ADMIXTURES PCF 69 °F 78 °F REMARKS .4 DISTRIBUTION (4) CAC Assoc:i:ATES I Mlii c,lidJ( IURAI L-N(,FNl I k, CITY OF CARLSBAD—BLDG.. INSPECTION DEPT.. Respectfully Submitted, COLLINS GENERAL CONTRACTORS C UL COMPRESSIVE STRENGTH: CONFORMS DOEg' NOT CONFORM Ej Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geoteçhnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE QE WJ?RK $NSPECTOR 0/ECHNICAN V iI ~'VcxL_1)Tt AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANI(N) APPROVED SHOP DRAWING (Y) (N) CT FOR WEEK ENDING PRO ,IECJ.-NO EN 7 PG REPORT NO. OF 7 / PLAN FILE NO. lPERM 9 SUBNTRACTOR NSPE (4 AADD SSOFPROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION 11ANUALIMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE EN D O F T H E W O R K D A Y , O R M I S S I N G M T R S A N D R F I S , E T C . , F I L L O U T A N D A T T A C H A D E F I C I E N C Y R E P O R T WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S; IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIEN C Y R E P O R T A N D SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MA ES WO 0,9 MATERIAL TEST RHG.RTS 7 R(INCWoE7 CON,TRS EQUIPMENT 6SED _) . AREA. GRID LINES, PIECES OBSERVED: S (,d SIj RSU%L REMARKS, INWIDING MEETINGS: t_— I t71 r b4l1ZAJ (5T REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE SAMPLES TAKEN: TESTS REQUIRED: / SITE TIME START: - SITE TIME FINISH: p?.L.(24I._.6(T LUNCH PERIOD: _______________________ TRAVEL TIME: ________________________ VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE A N D T H A T T H I S W O R K C O M P L I E S 'WfTH THE SOIL INVESTIGATION RECOMMENDATIONS, AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLI C A B L E S E C T I O N O F T H E B U I L D I N G C O D E . U N L E S S O T H E R W I S E N O T E D I N T H E D E F I C I E N C Y R E P O R T Date of Report ICBO Certification Number Print Name - ,, City! County Certification Number Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 1.0 MONTANA IlMIIMIIIM Testing & Geotechnical, Inc. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF W9K INSPECT OTECHNICAN (7'kA AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLAN 6((N) SPECS (V) (N) APPROVED SHOP DRAWING (Y) (N) ARcH7 ( FOR WEEK ENDING 47V PROJEC ENGINE _.-.1 j 1 REPORT NO. PG OF CO OR - 7i / PLAN FILE NO. PERMIT N I 7 - I77 (DDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALIMTG SOIL MANUAL . REVIEW PREVIOUS REPORTS AND LIST'S IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORKDAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S; IS CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A.COPY WITH YOUR WEEK'S REPORTS. MATE~=NTMRAOF (INCLUDE C REPORT.K MA RIAL TEST REPORTS): 77 Mnz CO9ØS EQUIPMENT /MANPOWE 7 , AREA, GRID LINES, PIECES OBSERVED: - <—— SThRAL ,L SD7(ORRF A c5 REMARKS, INCLUDING MEETINGS: 4 L!7 J JA.i 9 REWORK AS P X T OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: 9- . SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START:_/,Ci SITE TIME FINISH: I/i ç' LUNCH PERIOD: TRAVEL TIME: _____________________ ___ I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES"WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signa'fure Date of R ort ICBO Certification Number Print Name -,..,,_, City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK 0 INSPECTOR 0 TECIINICAN AVAILABLE: SOIL REPORT SPECS (Y) APPROVED PLANS (Y) (N) APPROVED SHOP DRAWING V ( ARCHITECT FOR WEEK ENDING I PROJECT. NO. •Ai ENGINEER REPORT NO. PG / OF CONTRACTOR (7 PLAN FILE NO. PEO. c: SUB-CONTRACTOR sr PROJE NAME INSPECTION ADDRESS 10 ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY. YOURS OR A PREVIOUS INSPECTOR'S. IS CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. - MATER LS USED BY CON CTOR (INCLUDE ESEARCH EPORT NO. OR ATERIA TEST REPORTS): 14S7- 4 rrg S', CONTRACTORS EOUIPMENT I MANPOWER USED: AREA, GRID LINES, PIECES OBSERVED: V IIX 'TftF ricvi ô AS Tii c F STRUCTURAL NOTES. DETAIL, OR RFIS USEC.' REMARKS. INCLUDING MEETINGS: Fb1ciY &1 L&) jiti t~Q4 LAp, LoC44ii Y Dc (iA1ccs. r+ /l#'4.ç &J&4 vp Ex e,&,647-EA REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: 5)_$. I' y - _" TEMPERATURE: 0 SAMPLES TAKEN: TESTS REOUIRED: SITE TIME START: ( " / U SITE TIME FINISH: LUNCH PERIOD: ' TRAVEL TIME: '' VERIFIED BY: ..... . 7/2 I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITl4HE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPRT P S. SPECIFICAT AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT "A AAN ~ ~ WIF e / /0/199 Signature Date of Report ICBO Certification Number J, cw Print Name City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE O~APK INSPECT,09 0 TECHNICAN AVAILABLE: APPROVED PLANS1) SOIL REP3J1c') (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHF — 7/ FOR WEEK ENDING IPR / - REPORT NO. // PG 7 OF CO PLAN FILE NO. PER7/ r 77 SUB= PR E () IN7DS P'W614:1141'A7SS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECT)ON'MANUALIMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., ALL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S; IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATER S ED X.CQTRACTOR JIN$UDE CH REPO OR TERIAL TEST RE 7: Id CONTRAçTonIPMcNT I M RUSED. AREA, GRID LINES, PIECES OBSERVED: / -~710077'Tt I,, 1 LI 1 C'- / rh REMARKS, INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT CO PLETION: f '7 WEATHER: TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED: /PyJV1(/j SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED 7/Z. I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES 1'TH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT if fz-I199y' 4so Signature "i Date of Report ICBO Certification Number ~~w t 51f: Print Name . City I County Certification Number Rev 7/97 li , - • ,' Branch Office 2992 E. Corporate aOif:a Ave.,'Uite A '. ' MONT1AN 904 Rancheros Drive, Suite I Anaheim, California 92806 Testing & Geotechnical, Inc San Marcos, California 92069 Tel: (714) 632-2999 ' Tel: (760) 735-5060 Fax: (714) 632-2974 FIELD REPORT Fax: (760) 735-8979 TYPE OF WORK INSPECTO.- Dill HNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (V) (N) APPROVED PLANS)?(N) - APPROVED SHOP DRAWING (Y) (N) . . FOR WEEK ENDINGy//, (PRflNOy I 54 ENGINEER" ,'- REPORT NO. PG / OF / •' j T0 .7 /crA PLAN FILEO.. .' SUBI3ONTRACTOR ,$ç$, / PR E (1 yES/J ESSOFPROJECT ( REPORTING REQUIREMENTS: ICBO FIELD INSPECTION NiANUAUMTG SOIL MANUAL . REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S; IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIA 'USED BY CON RIAL TEST REPORTSI I " CONTRS EQUIPMENT/ MZ7IWESE ,A L AREA, GRID LINES, PIECES OBSERVED: STRUC- TU. AL NOTE DETAIL1 DR RFIS US €4ic c-I) SLfr/ I REMARKS, INCLUDING MEEflNGS: (c Cq tatgi w I , REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: 1(3) SAMPLESTAKEJ: TEMPERATURE: TESTS REQUIRED: SITE TIME START: F SITE TIME FINISH: LUNCH PERIOD: _______________________ TRAVEL TIME: 7/Z I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 0011, ________ _____________ P, /*;g nature '."'- Date of Report ICBO Certification Number Print Name City / County Certification Number Rev: 7/97 Branch Office Corporate Office MOIITANA 904 Rancheros Drive, Suite I 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Testing-& Geotechnical, Inc. San Marcos, California 92069 Tel: (714) 632-2999 0 Tel: (760) 735-5060 Fax: (714) 632-2974 FIELD REPORT S Fax: (760) 735-8979 TYPE OF WORK ,I'INSPECTOR AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANyiN SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCITJ... (7j 00,, ( FOR WEEKENDING j4y T PROJ EC NO , ENGINE REPORT. NO PG / oF./ CONTRACTOR (e64, PLAN FILE NO. PERMIT i_v SLi'BC'NTRACTOR PROJECT 'NAME INSPECTIN ADDRESS h hJ 41 ADDRESS OF PROJECT / REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALJMTG SOIL MANUAL . REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S; IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT 0. OR MATERIAL TEST REPORTS) AEC .N/ A If CONTRACtbflS EQUIPMENT /'MANPOWEB USED, '7 AREA, GRID LINES, PIECES OBSERVED: LW7 / Loll _Z.%jrA'( 1/7 S ES, D7L OR RRS 4 7, REMARKS, INCLUDING MEETINGS: -. REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER* SAMPLES . SAMPLES TAKEN: TEMPERATURE: TESTS REQUIRED: SITE TIME START: ,/ SITE TIME FINISH: LUNCH PERIOD: , TRAVEL TIME: 9 VERIFI ___________________________71Z 41 I DO CERTIFY THAT I HAVE PERSONALLY, OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIE'ITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /199 Sigrature '-...,_,, Date of Ror1 ICBO Certification Number print Name' City/ County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 / Branch Office MONTANA 904 Rancheros Drive, Suite L Testing'& Geotechnical, Inc. San Marcos, California 92069 Tel: (760) 735-5060 FIELD REPORT Fax: (760) 735-8979 TYPE OF WORK 91JSPECTQR7 0 TECHNICAN (#•'( i. 7 //.' AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) I APPROVED PLANS(N) APPROVED SHOP DRAWING (Y) (N) ARCH ITSDT 4/' (V FOR WEEK ENDING— ' PROJECT. NO. ENG1EEi - REPORT NO PG / OF / COrCJOR .2' PLAN FILE NO TIRMIT.NO7 9 SUCONACTO? ... (- / PROJ N ECI1E /4d ESS INSPyADI % ADDRESS OF PROJECT c L REPORTING REQUIREMENTS: ICBO FIELD INSPECTIONfYIANUAUMTG SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THREE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERI LS USED BY CONTRACTOR (INCLUDE RESEARCH REPORTINO OR MATERIAL TEST RE FITS n. t ic. ,A; CONTRACTORS_EQUIPMENT I MANP))WER USED AREA, GRID LINES, PIECES OBSERVED: / la 4L ?)f- c-4i ,+e 7)'7Z STRUC,JRAL NOTS DETLdR RFIS USEd: ?.'t" / L77(1 REMARKS, INCLUDING MEETINGS: 4LAJ, c I 4 4 ç /,L 7 ,- I. REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: /7 WEATHER: . - . . TEMPERATURE: .Z7' I' SAMPLES TAKEN: TESTS REQUIRED: Z. £c,:: SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND/ OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report ICBO Certification Number - Print Name City / County Certification Number Rev: 7/97 / EsGil Corporation in Partnership iiitIi government for Building Safely DATE: March 17, 1998 El NT JURIS. JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 98-77 SET: II PROJECT ADDRESS: 1914/1916 Palomar Oaks Way PROJECT NAME: Retaining Walls. The plans transmitted herewith have been corrected where,necessary an d s u b s t a n t i a l l y c o m p l y with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction' s b u i l d i n g c o d e s when minor deficiencies identified below are resolved and checked by build i n g d e p a r t m e n t s t a f f . The plans transmitted herewith have significant deficiencies identified on t h e e n c l o s e d c h e c k l i s t and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are b e i n g h e l d a t E s g i l Corporation until corrected plans are submitted for recheck. IIj The applicant's copy of the check list is enclosed for the jurisdiction to fo r w a r d t o t h e a p p l i c a n t contact person. The applicant's copy of the check list has been sent to:, Esgil Corporation staff did not advise the applicant that the plan check has been comkleted. J Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: -: Mail Telephone Fax In Person LI REMARKS: . By: Kurt Culver Enclosures: - Esgil Corporation L1 GA D CM EJ El PC 3/12/98 . tmsmtLdot 9320 Chesapeake Drive, .Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 - . EsGil Corporation Professtona[P(an Review Engineers - DATE January 23, 1998 U APPLICANT WJURIS. JURISDICTION: Carlsbad - U PLAN REVIEWER El FILE PLAN CHECK NO.: 98-77 SET:I. -. •• PROJECT ADDRESS 1914/1916 Palomar Oaks Way PROJECT NAME Retaining Walls I 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, wheh minor deficiencies identified below are resolved and checked by-building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held atEsgil Corporation until corrected plans are submitted for, recheck. The applicant's copy' of the check list is enclosed for the jurisdiction to forward to the applicant contact person' The applicant's copy of the check list has been sent to Jim Hughs Collins General Contractors 11750 Sorrento Valley Rd 92121 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted ,Telephone #: Date contacted:'(by ) Fax # Mail Telephone Fax in Person * REMARKS By Kurt Culver Enclosures Esgil Corporation U GA EJ CM 1J EJ U PC 1/15/98 trnsmti dot 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (619) 5604468 • Fax (619) 560-1576 Carlsbad-98-77- January 23, 1998 PLAN REVIEW CORRECTION LIST PLAN CHECK NO.: 98-77 JURISDICTION: Carlsbad PROJECT ADDRESS: 1914/1916 Palomar Oaks Way REMARKS:. DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 1/15/98 DATE INITIAL PLAN REVIEW 0 PLAN REVIEWER: Kurt Culver COMPLETED: January 23, 1998 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review isbased on regulations enforcedby.the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1994 UBC (effective 12/28/95); 1994 UPC (effective'12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). The., above regulations apply to residential construction, regardless of the code editions adopted by ordinance. . The following items listed need clarification, modification or change. All items must, be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. - To speed up the recheck process, please note on this, list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section,. etc. Be sure tO enclose the marked up list when you submit the revised plans. -II 11 Carlsbad 98-77 January 23, 1998 • GENERAL Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted 'in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering, and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only-will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS 2. The structural details for the retaining walls must be attached to the plans (not included within the package of calculations). FOUNDATION REQUIREMENTS Provide a copy of the project soil report prepared by a 'California licensed architect or civil engineer. Section 1804. The assumptions used in the calculations will be reviewed then. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). If cut or fill slopes exist, show distance from foundation to edge of cut or fill slopes and show steepness and heights of cuts and'fills. Chapter 18. IS THE 7' DIMENSION SHOWN AT SECTION D-D INCLUDED IN THE SOILS REPORT? At Section D-D, the lower wall will feel the effect of a retained soil condition more than the 6 feet shown: The upper wall will surcharge the lower wall, which will require that the lower wall be designed for a greater retained height. Carlsbad 98-77 January 23, 1998 MISCELLANEOUS 7.. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 8. ' Please indicate here if any changes have been made to the plans that are not a result of corrections frOm this list. If there are other changes, please briefly describe them and where they are located, in the plans. V Have changes been made to the plans'not resulting from this correction list? ' Please indicate: . V Yes El No E3 9. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 61.9/560-1468, to perform the plan review for your project. If you, have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. Carlsbad 98-77 January 23, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION; Carlsbad PLAN CHECK NO.: 98-77 PREPARED BY; Kurt Culver DATE: January 23, 1998 BUILDING ADDRESS; 1914/1916 Palomar Oaks Way BUILDING OCCUPANCY: Ret. Wall TYPE OF CONSTRUCTION: Mas. BUILDING PORTION] II BUILDING AREA., __(ft .2) VALUATION MULTIPLIER. VALUE ($) Ret. Wall . 6000 13.50 81,000 Air Conditioning Fire.Sprinklers TOTAL VALUE . .81;000 . 1991. UBC Building Permit Fee Bldg. Permit Fee by ordinance: $ 5.4.00 1991 UBC Plan-Check Fee .J Plan Check Fee by ordinance: $ 360.10 Type of Review: Complete Review Structural Only D Hourly - Repetitive Fee Applicable . . Fj Othe: . .. Esgil Plan Review Fee: $ 288.08 = Comments: . . . . Sheet of I macalue.doc 5196 Cit V* of Carlsbad S —BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECKNUMBER: CB BUILDING ADDRESS: PROJECT DESCRIPTION: Retaining Wall ASSESSOR'S PARCEL NUMBER: 212- - - ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result ip ipnof permit to build. DENIAL Please see the attached report of deficiencies - marked with U. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifióations to this office for review. By: •''/'J Date: By: Date: By: Date: By: Date: ATTACHMENTS Li Right-of-Way Permit Application W.I BiIrç M.nthock Cidd Foim DR.doc ENGINEERING DEPT. CONTACT PERSON NAME: DAVID RICK City of Carlsbad• ADDRESS: 2075 Las Palmas Drive Carlsbad, CA 92009 PHONE: (619) 438-1161, ext. 4324 R,.'. 8f22l8 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576• (619) 438-1161 • FAX (619) 438-0894 I BUILDING PLANCHECK CHECKLIST -. RETAINING WALLS : ND ~~/2 3RD/ 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow D. Easements B: Existing .& Proposed Structures E. Retaining Wall (dimensioned from street) (location and height) C. Property Lines 2. Show on site plan: Drainage Patterns Existing & Proposed Slopes Existing Topography 3. Include on title sheet: Site Address . . Assessor's Parcel Number. Legal Description Grading Quantities Cut - Fill Import/Export'______ (Grading Permit and Haul Route Permit. may be required) / 4. Project does not comply with the following Engineering Conditions of approval for Project No. Conditions were complied with by: Date: MISCELLANEOUS PERMITS 1JU U 5. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent tot he public Right-of-Way. A separate Right-of-Way issued by the Engineering Department is required for the following: Please complete attached Right-of-Way application form and return to the Engineering Department together with the requirements on the attached Right-of-Way checklist, at the time of resubmittal. . . Pagel S G:LIBRAR1GWORDWOCS'.ct.(XLS1\Retair6ng WI Bing Pand,ed Cdst FOIYn DR.doc Rsv. 81fl190 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB'9f—Z7C7 7 Addres/// Planner 12. /-71._j Phone (61 9) 438-1161, extension A PN: - 5• 1)4 V - / Type of Project & Use:0?121C&...'U_&a4-1rPrJect Density: /1)4 DU/AC Zoni;r*cle / 17') General Plan: 1?2:iT Facilities Management Zone: S CFDout) # Date of participation: Remaining net dev acres:______ One (For non-residential development: Type of land used created by this permit: Legend: Z Item Complete 0 Item Incomplete -Needs your. action ( LI Environmental Review Required: YES NO -''TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Mza F-1 Discretionary Action Required: YES i" NO TYPE APP•ROVAL/RESO.,JO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES____ NO____ CA Coastal Commission Authority? YES____ NO If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. 2/0 Fj Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Rousing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (Enter CB #; UACT; NEXT1 2; Construct housing YIN; Enter Fee Amount (See fee sheduIe for amount); Return) Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, - property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing - . topographical lines. • 2. Provide legal description of property and assessor's parcel number. • Zoning: VrIE]1. Setbacks: S Front: Required Shown S Interior Side: Required Shown Street Side: Required Shown S Rear: • Required • Shown E 2. Accessory structure setbacks: - Front: Required Shown Interior Side: Required Shown Street Side: Required' Shown Rear:, Required Shown - Structure separation: Required Shown çz( E 3. Lot Coverage: Required Shown E2(E] E] 4. Height: Required _____________• Shown El F 5. Parking: Spaces Required Shown Guest Spaces Required Shown Additional Comments - OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE MASSON & ASSOCIATES, INC. PLANNING v ENGINEERING v SURVEYING RECEIV Retaining Wall Calculations M4R 0 5 1998 COLLINS' For S. Lot 41 - Carlsbad Airport Center March 3, 1998 Prepared By Masson & Associates, Inc. 200 East Washington Ave., STE 200 Escondido, CA 92025 (760) 741-3570 Phone (760) 741-1786 Fax ES Y: EqL 0001 Douglas W.(Jasson R.C.E. 17706 CNIL OF C F:\PROJECTS\ 1997\7026\7026retwa1ca1cs.wpd 200 EAST WASHINGTON AVE. ESCONDIDO ' CA 92025 • (619) 741-3570 FAX (619) 741-1786 'Y' ("ti" max) I <--- "L" ------> Maèonry Retaining Wail Calculation - Sloping Surcharge up to 2'-8" high fm = 1,500 psi. fm = 250 psi Em = 750fm' = 1,125,000 No special inspection fs = 20,000 Psi Es = 29,000,000 Use half stresses All cells grouted n = 26 6" Block @ 68#Isf 0 lb/ft 2.67 ft of 8 ! Block @ 92 #1st 246 lb/ft 2.67 W= 246 lb/ft EARTH LOAD - Equivalent soil pressure = 60 #/cf for 2:1 sloping surcharge and on-site soil backfill @ H = 2.67 FT OF 8 ' Wide Block V=p*H*H/2 = 214#/ft I M = V*H13 = 190 ft-lb/ft I Forts = 8" d = 5.25" b = 12" I F = bd*d/12000 = 0.02756 I ' KM/F6.9 p = 0.0004 (E-2) Reqd As = 0.0227 sq-in I USE #4 bars @ 16 " o.c. As = 0.1473 sq-in O.K. I TEMP STEEL REQUIRED As.= 0.0672 sq-in Minimum, I USE # 3 bars @ 16 " o.c As = 0.0828 sq-in O.K. I . TOTAL STEEL REQUIRED As = 0.1920 sq-in I TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. I j = 0.957 (E-2) vV/bjd = 4psi <25 psi OK FOOTING - d=VI2M/125b = 1.23437 USEtf 8". ' ' d= 4.50'! As = 12M/fs*j*d = As = 0.0283 sq-in Minimum USE #4 bars @ 16 "o.c. As = 0.1473 sq-in O.K. TEMP STEEL REQUIRED As = 0.0672 sq-in Minimum USE #3 bars @ 16 "o.c. As = 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.1920 sq-in TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. Masson & Associates, Inc. .. 03/04/98 (760) 741-3570 . , 1 of 2 . F:PROJECTS199770267026retwalS.Wb3 Masonry Retaining Wall Calculation - Sloping Surcharge up to 2'-8" high "ts" OVERTURNING - I "ts","tf","h1'!,"h2!,Ifl & "x" IN INCHES I ts = 8 " tf = 10 11 I hl= 14" h2= 32" 1= 0" L= 2.00 ft X = 0" Wc 150pc1 Ws= 108pcf Wtofblk(Wb)= 246 #Ift I WT ARM Mr 1 FTG = 250 1.00 250 I KEY= 0 1.00 0 I 8" Block = 246 0.33 82 "112" HEEL SOIL = 384 1.33 512 TOE SOIL = 0 0.00 0 W= 880 # Mr= 844 FT-# OTM= 190 FT-# 16" I F.S. = 4.43 > 1.5 OK Soul Parameters - From soils report dated 9-2-97 Lateral Sliding Coefficient- 0.32 Lateral Bearing - 250 #IsfIft (reduce by 113 for combined) Bearing Pressure - 2,900 #Isf - Eccentricity = e = L12 - (Mr -OTM)!W e= .26 ft OK in middle 1/3 "x" ("tf" max) Soil Pressure = W/L +- 6W*e/(L*L) = 780 psf & 100 psf Max allowable soil pressure = 2,900 #1st O.K. <--- L' ------> SLIDING - Coefficient of friction = 0.32 Sliding force F = 214 # Factor of safety= 1.5 Resisting force reqd = 321 # Frictional resistance = 282 # Adjusted alIoable lateral soil pressure p = 167 #/sflft Lateral footing resistance = 188 # Frictional + Footing lateral resistance = 469 # OK without Key Key + footing resistance reqd R = 39 # '!xI'+"tf'! V2xR/p .69 ft -.81 ft or Masson & Associates, Inc. (760)741-3570 20f2 Oft- -9 in. use 6" minimum 03/04/98 F:PROJECTS199770267026retwals.wb3 Masonry Retaining Wall Calculation -, Sloping Surcharge up to 4'-8" high = 1,500 psi fm = 250 psi Em = 750fm' = 1,125,000 No special inspection fs = 20,000 psi Es = 29,000,000 Use half stresses All cells grouted n = 26 6' Block @ 68#/sf 0 lb/ft 4.67 ft of 8 "Block @ 92 #1st 430 lb/ft 4.67 W = 430 lb/ft EARTH LOAD'- Equivalent soul pressure = 60 #Icf for 2:1 sloping surcharge and on-site soil backfill © H = 4.67 FT OF 8 "Wide Block V=p*H*H/2_ 654#/ft I M = V*H/3 = 1,018 ft-lb/ft "x" ("ti" max) --- "L" ------> Masson & Associates, Inc. (760)741-3570 I Forts= 8'! d = 5.25" b= 12" I F = bd*d!12000 = 0.02756 I K=M/F= 36.9 p = 0.0032 (E-2) Reqd As = 0.2003 sq-In I USE # 5 bars @ 16 'o.c. As = 0.2301 sq-in O.K. I TEMP STEEL REQUIRED As = 0.0672 sq-in Minimum I USE # 3 bars @ 16 "o.c. As= 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.1920 sq-in TOTAL STEEL PROVIDED As = 0.31293 sq-in O.K. I j = 0.889 (E-2) I vV!bjd = 12 psi <25 psi OK FOOTING - d=VI2M!125b = 2.85385 " USEtf= 8" d= 4.38" As = 12M!fs*i*d = As = 0.1557 sq-in Minimum USE # 5 bars @ 16 " o.c. As = 0.2301 sq-in O.K. TEMP STEEL REQUIRED As = 0.0672 sq-in Minimum USE # 3 bars @ 16 "o.c. As = 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.1920 sq-in TOTAL STEEL PROVIDED As = 0.3129 sq-in O.K. 03/04/98 1 of 2 Masonry Retaining Wail Calculation - Sipping Surcharge up to 4'-8 high OVERTURNING - I !!,''h2'!,1I' & ''x" IN INCHES I ts= 8" tf= 10" hi= 14" h2 = 56" I 1= 10" L= 2.83 ft x 12" I Wc = 150 pcf Ws = 108 pcf Wt of blk (Wb) = 430 #Ift I 'WT ARM Mr I FTG= .354 1.42 501 I KEY= 0 1.42 0 8" Block = . 430 1.16 500 HEEL SOIL = 672 2.16 1,454 I TOE SOIL = 105 0.42 43 IVV 1560 # Mr= 2498 FT-# I OTM= . 1,018 FT-# 16" I F.S. = 2.45 > 1.5 OK Soil Parameters - From soils report dated 9-2-97 Lateral Sliding Coefficient- 0.32 Lateral Bearing - 250 #IsfIft Bearing Pressure - 2,900 #Isf - Eccentricity = e = L12 - (Mr -OTM)IW e = .47 ft OK in middle 1/3 "x" ("tf" max) Soil Pressure = W!L +- 6W*e!(L*L) = 1,096 psf & 6 psf • Max allowable soil pressure = 2,900 #1st O.K. <--- ."L" ------> SLIDING - Coefficient of friction = 0.32 Sliding force F = 654 # Factor of safety = 1.5 Resisting force reqd = 981 # Frictional resistance = 499 # . Adjusted allowable lateral soil pressure p = 167 #/sflft Lateral footing resistance = 188 # Frictional + Footing lateral resistance = 687 # N.G. need Key Key + footing resistance reqd R = 482 # "x" + "If"= V 2 x R / p = 2.40 ft = .90 ft or 0 ft - 11 in Masson & Associates, Inc. . • • •. 03/04/98 (760) 741-3570 . 2 of 2 • F:PROJECTS1199770267026retwaIs.wb3 "x" ("tV' max) <--- "L" ------> Masonry Retaining Wall Calculation - Sloping Surcharge up to 6'-0" high fm'= 1,500 psi fm= 250 psi Ern=750fm'= 1,125,000 No special inspection fs = 20,000 psi Es = 29000,000 Use half stresses All cells grouted n = 26 .6 Block 68#/sf 0 lb/ft 3.33 ft of 8 "Block @ 92 #Isf 306 lb/ft 2.67 ft of 12'! Block @ 140 #/sf 374 lb/ft 6.00 W= 680 lb/ft EARTH LOAD - Equivalent soil pressure = 60 #/cf for 2:1 sloping surcharge and on-site soil backfill IS @ H = 3.33 FT OF 8 "Wide Block V=p*H*H/2= 333 #/ft IM = V*H!3= 370 ft-lb/ft I • Forts= 8" d= 5.25" b= 12" I F = bd*d!12000 = 0.02756 K=M!F'= 13.4 P = 0.0007 (E-2) Reqd As = 0.0449 sq-in I USE #4 bars @ 16 " o.c. As = 0.1473 sq-in O.K. I TEMP STEEL REQUIRED As = 0.0672 sq-in Minimum USE # 3 bars @ 16 "o.c. As = 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.1920 sq-in TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. • j = 0.942 (E-2) • V =V/bjd= 6psi Masson & Associates, Inc. 03/04/98 (760) 741-3570 • • • 1 of 3 F:PROJECTS1199770267026retwals.wb3 Masonry Retaining Wall Calculation -Sloping Surcharge. up to 6'-0" high ls @ H = 6.00 ft with 2.67 ft of 12 "Wide Block V = pWH!2 = 1,080. lb/ft I I M = V*H13 = 2,160 ft-lb/ft I .1. I FOR ts = 12" d = 9.00" b= 12" . I - . . F = bd*d!12000 = 0.08100 . .• .. -- . . . I I. . K = M/F 26.7 . . p =. 0.0014 (E-2) Reqd As= 0.156 sq-in . USE #5 bars @ 16 "o.c. As = 0.2301 sq-in O.K. _________ r TEMP STEEL REQUIRED As = 0.1008 sq-in Minimum "hi" "r' 12 " USE #4 bars © 16 "o.c. As = 0.1473 sq-in O.K.. . .5 TOTAL STEEL REQUIRED As = 0.2880 sq-in . TOTAL STEEL PROVIDED As= 0.37736 sq-in O.K. j = 0.920 (E-2) "x" ("tf" max) - v = V/bjd = 11 psi <25 psi OK FOOTING- . . . • • < "L" -> - . . . d = V 12M/125b = 4.15692 " USE tf= 12" d= 8.38" • - • • As = 12M/fsi*d = As = 0.1725 sq-in Minimum S • • USE # 5 bars @ 16 " o.c. As = 0.2301 sq-in O.K. TEMP STEEL REQUIRED As = 0.1008 sq-in Minimum • S USE . #4 bars @ 16 "o.c. As = 0.1473 -sq-in O.K. • • S • TOTAL STEEL REQUIRED As = 0.2880 sq-in • .• • S TOTAL STEEL PROVIDED As = 0.3774 sq-in O.K. • S Masson & Associates, Inc. . - S • .03/04/98 (760) 741-3570 5 S • 2 of 3 5 F:\PROJECTS199770267026retwaIs.wb3 - Masonry Retaining Wall Calculation - Sloping Surcharge up to 6'-0" high "ts" OVERTURNING - I I "ts","tf',"h1,"h2","l" &!'x" IN INCHES I I ts= 12" tf= 18" 6" 112 = 72" 20!' L = 3.67 ft x = 21 " - I Wc = 150 pcf Ws = 108 pcf Wt of blk (Wb) = 680 #/ft I I WT ARM Mr I 1.84 1,515 - I FTG = 826 KEY= 0 1.84 0 8" Block = 306 2.00 614 • "h2" 12" Block = 374 2.17 811 HEEL SOIL (8" blk) = 120 2.50 300 I I HEEL SOIL (12" blk) = 648 3.17 2,054 TOE SOIL = 90 0.84 75 I I W = 2,364 # Mr= 5,370 FT-# 12" OTM = 2,160 FT-# I - 0 F.S. = 2.49 > 1.5 OK Soil Parameters - From soils report dated 9-2-97 I Lateral Sliding Coefficient- 0.32 Lateral Bearing - 250 #/sf/ft Bearing Pressure - 2,900 #!sf - Eccentricity = e = L12 - (Mr -OTM)!W e = .48 ft OK in middle 1/3 "x" ("if' max) Soil Pressure = W/L - 6W*e/(L*L) = 1,147 psf & 142 psf Max allowable soil pressure = 2,900 #Isf O.K. <--- "L" ------> SLIDING - Coefficientof friction = 0.32 Sliding force F = 1,080 # Factor of safety = 1.5 Resisting force reqd = 1,620 # Frictional resistance = 756 # Adjusted allowable lateral soil pressure p = 167 #/sf!ft Lateral footing resistance = 188 # Frictional + Footing lateral resistance = 944 # N.G. need Key Key + footing resistance reqd R = 864 # + "if' = V 2 x R/. p = 3.22 ft "x" = 1.72 ft or 1 ft - 9 in Masson & Associates, Inc. •o 0 03/04/98 (760) 741-3570 3 of 3 F:\PROJECTS1997702617026retwaIs.wb3 > Masonry Retaining Wall Calculation - Level Surcharge up to 2'-8" high fm 'l 1,500 psi fm = 250 psi Em = 750frn' = 1,125,000 No special inspection fs = 20,000 psi Es = 29,000,000 Use half stresses All cells grouted n = 26 6 " Block 68 #1st 0 lb/ft 2.67 ft of 8 " Block @ 92 #/sf 246 lb/ft 2.67 W= 246 lb/ft EARTH LOAD - Equivalent soil pressure = 45 #/cf for level surcharge and on-site soil backfi!l @ I-J = 2.67 FT OF 8 "Wide Block V=pH*H/2= 160#/ft M= 'P1/3 = 142 ft-lb/ft I Forts= 8" d = 5.25" b= 12" I F = bd*d/12000 = 0.02756 I K=M/F= 5.2 I p = - 0.0003 (E-2) Reqd As = 0.0169 sq-in USE #4 bars 16 " o.c. As = 0.1473 sq-in O.K. I TEMP STEEL REQUIRED As = 0.0672 sq-in Minimum I USE #3 bars @ 16 "o.c. As = 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.1920 sq-in I TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. I j = 0.963 (E-2) I v = V/bjd = 3 psi <25 psi OK FOOTING - dV12M/125b = 1.06733 USE tf= 8" d= 4.50" As = 12M/fs*j*d = As = 0.0212 sq-in Minimum USE #4 bars @ 16 "o.c. As = 0.1473 sq-in O.K. TEMP STEEL REQUIRED As = 0.0672 sq-in Miflimum USE # 3 bars @ 16 " o.c. As = 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.1920 sq-in TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. Masson & Associates, Inc. 03/04/98 (760) 741-3570 1 of 2 F:PROJECTS199770267026retwaIs.wb3 Masonry Retaining Wall Calculation - Level Surcharge up to 2'-8" high "ts" OVERTURNING - I 1s","tr,"hl","h2","l" & "x" IN INCHES I ts= 8" tf= 10" I hi = 14'! h2 = 32" I 1= 0" L= 2.00 ft x= 0!! I Wc 150 Pc! Ws= 108 pcf Wtofblk(Wb)= 246#Ift I WT ARM Mr 1 FTG= 250 1.00 250 I KEY= 0 1.00 0 I 8" Block = 246 0.33 82 HEEL SOIL = 384 1.33 512 I TOE SOIL = 0 0.00 0 I W= 880 # Mr= 844 FT-# OTM= 142 FT-# "I" 16" I F.S. = 5.93 > 1.5 OK. Soil Parameters - From soils report dated 9-2-97 Lateral Sliding Coefficient- 0.32 Lateral Bearing - 250 #1st/ft (reduce by 1/3 for combined) Bearing Pressure - 2,900 #/st lix• - Eccentricity = e = L/2 - (Mr -OTM)/W e= .20 ft OK in middle 113 "x" ("tV' max) Soil Pressure = W/L +- 6W*e/(L*L) = 708 psf & 172 psf Max al!owable soil pressure = 2,900 #/sf O.K. <--- "L" - SLIDING - Coefficient of friction = 0.32 Sliding force F = 160 # Factor of safety = 1.5 Resisting force reqd = 240 # Frictional resistance = 282 # Adjusted allowable !ateral soil pressure p 167 #/st/ft Lateral footing resistance = 188 # Frictional + Footing lateral resistance = 469 # OK without Key Masson & Associates, Inc. • 03/04/98 (760) 741-3570 - 2 of 2 F:PROJECTS199770267026retwals.wb3 Masonry Retaining Wall Calculation - Level Surcharge up to 4'-8" high fm' = 1,500 psi fm = 250 psi Em = 750fm' = 1,125,000 No special inspection fs = 20,000 psi Es = 29,000,000 Use half stresses All cells grouted 26 6 'Block @ 68#/sf 0 lb/ft 4.67 ft of 8 "Block @ 92 #/sf 430 lb/ft 4.67 W = 4 lb/ft 30 EARTH LOAD - Equivalent soil pressure = 45 #/cf for level surcharge and on-site soil backfill @ H = 4.67 FT OF 8 "Wide Block V = pHHI2 = 491 #!ft I M = V*H!3 = 764 ft-lb/ft I Forts = 8" d = 5.25" b= 12" I F = bd*d/i 2000 = 0.02756 K=M/F= 27.7 I p = 0.0015 (E-2) Reqd As = 0.0951 sq-in I USE #4 bars @ 16 "o.c. As = 0.1473 sq-in O.K. TEMP STEEL REQUIRED As = 0.0672 sq-in Minimum USE #3 bars@ 16 " o.c. As =. 0.0828 sq-in O.K. I TOTAL STEEL REQUIRED As = 0.1920 sq-in I TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. 0.919 (E-2) I vV/bld = 8ps1 <25 psi OK 16" I I , F x 1. "x" ("tV' max) 1<--- "L" - ----- FOOTING- dV12M/125b = 2.47277 USE if = 9" • d = 5.50" As = 12Mlfs*j*d = As= 0.0930 sq-in Minimum USE #4 bars@ 16"o.c. As 0.1473 sq-in O.K. TEMP STEEL REQUIRED As = 0.0756 sq-in Minimum USE # 3 bars @ 16 " o.c. As = 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.2160 sq-in TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. Masson & Associates, Inc. 03/04/98 (760) 741-3570 • • • 1 of 2 F:PROJECTS1199770267026retwaIs.wb3 ''H" Masonry Retaining Wall Calculation Level Surcharge up to 4'-8" high 'its"OVERTURNING - I. "ts","tf","hi,"h2","I" & "x" IN INCHES I t5 = 8" tf 10" I hi = 14" h2= 56" I 1= 6 11 L= 2.50 ft x= 6" I Wc = 150 pcf : Ws = 108 pcf Wt of bik (Wb) = 430 #!ft WT ARM Mr I FTG= 313 1.25 391 I KEY= 0 1.25 0 8" Block = 430 0.83 358 HEEL SOIL = 672 1.83 1,232 I TOE SOIL 63 0.25 16 I W= 1477 # Mr= 1996 FT-# I OTM= 764 FT-# 16" I F.S. = 2.61 > 1.5 OK Soil Parameters - From soils report dated 9-2-97 Lateral Sliding Coefficient- 0.32 Lateral Bearing - 250 #Isf!ft six" Bearing Pressure - 2,900 #/sf - — Eccentricity = e = L12 - (Mr -OTM)/W e = .42 ft OK in middle 1/3 "x" ("tf" max) Soil Pressure = W!L +- 6W*e!(L*L) = 1,181 psI & I psf Max allowable soil pressure = 2,900 #Isf O.K. <--- "L" ------> SLIDING - Coefficient of friction = 0.32 Sliding force F = 491 # Factor of safety = 1.5 Resisting force reqd = 737 # Frictional resistance = 473 # Adjusted allowable lateral soil pressure p = 167 #/sf/ft Lateral footing resistance = 188 # Frictional + Footing lateral resistance = 660 # • N.G. need-Key Key + footing resistance reqd R = 264 # six" + If" = V2xR/p 1.78 ft' = .28 ft or 0 ft - 4 in USE 6' MINIMUM Masson & Associates, Inc. 03/04/98 (760) 741-3570 • • 2 of 2 • F:lPROJECTS\199770267026retwals.wb3 EARTH LOAD - HE'H I I I I I U I I I I I I . I I I. 6" Masonry Retaining Wall Calculation - Level Surcharge up to 5'-4" high fm' = 1!500 psi fm = 250 psi Em=750frn'= 1,125,000 No special inspection fs = 20,000 psi Es = 29,000,000 Use half stresses All cells grouted n = 26 6 " Block @ 68 #/sf 0 lb/ft 5.33 ft of 8 " Block @ 92 #Isf 490 lb/ft 5.33 W = 490 lb/ft Equivlent soil pressure = 45 #Icf for level surcharge and on-site soil backfill = 5.33 FT OF 8 "Wide Block V=p*H*H/2_ 639#/ft M=V*H!3= 1,135 ft-lb/ft Forts = 8" d = 5.25" b = 12" F = Pd*0/12000 = 0.02756 VM'f 41 2 P = 0.0044 (E-2) Reqd As = 0.2760 sq-ifl USE #4 bars 8 o.c. As = 0.2945 sq-in O.K. TEMP STEEL REQUIRED AS = 0.0672 s9-in Minimum USE #3 bars @ 16 " o.c. As = 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.1920 sq-in TOThL SWEL PQVIDED As = 0.37730 sq-ia P.K. j= 0.874 (E-2) = Ulhi,l = l ni ri fll( -' FOOTING - dV12M/125b = 301369 USEtf=9" d=550" As 12Mfs*i*d = As = 0.1381 sq-in Mmii USE #4 bars@ 16"o.c. As 0.1473 sq-inP.K. TEMP STEEL REQUIRED As 0,0756 sqn Mininiini USE # 3 bars @ 16 o.c. As = 0,0828 sq-n 9J TOTAL STEEL.REQUIRED As = 0.2160 sq-! TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. Masson Associates! Inc. • 03/04/98 (760) 741-3570 I of 2 F:PROJECTS1I99770267026retvaJs.wb3 Masonry f?etaipipg Wall ClcpIatio,i Level S,rc(iarge up to 5'-4" high OVERTURNING - I = - •• "ts'"fyi"1"h2'1!1" & "x'! IN !NcIIEs 8 ff 10" •• . Ilk I I h1 14" 12= 64" 10" L= 283ft x= 9" - Wc 150pcf Ws 108pcf WpfblWb) 49!ft WT ARM Mr -•, FTG 354 1.42 501 .• KEY= 0 1.42 0 •• I 8" Block = 490 1.16 570 !IEELSOIL= 768 2?16 11661 I - TOE SOIL = 105 0.42 43 yv= 1717 # Mr= 2776Ff-if OTM= 1,135 FT-if 1'hl" "1" 16" I F.S. = 2.45 > 1.5 OK Soil Parameters From soils report dated 9-2-97 I Lateral Slicing Coefficiep- 0.32 ,• Lateral Bag 250 #(sf/ft • • • Beariilg lr?sSur9; ?,990 #(M - •.. 00 ccentrucIty e = L12 - (Mr -OTM)!W e = 46 ft OK in muddle 1I - "c" ("W' Max)Sc.d Press!r VV/L t 9Y(L1 1,19? psf & 16 P4 Max allowable soil pressure 1900 if/sf 04 • :. .• <--- "I.." -----> SLIDING CoefficIent of friction = 0.32 §Jingforce F §39 S Factor of safety 1,5 le,sticig force re 9q rr1ct19na1 resistance 5 549 if Adjusted allowable lteral §011 pressur9 p 1?7 #!sf(ft Latera' footing resistance 18? # Frictional t Fo ting lateral resistance 737 if N.G. reed Key (ey t footg r9tancé reqcl R, 499 # • "x"+"tf' V2xf!p 2.22 ft .72 ft or Oft 9i • V Masson & Assocat6s, Inc. 03/04/98 (760) 741-3570 2 of 2 F:PROJECTS199770267026retwals.wb3 41 . Masoi,y !ai,U,W Wall Calcufat(pp 19pjflg Surcharge up to 4V0U (igl © f?a,np W • 109 pi fm = 250 psi Fm = 70!n = 11999 N9spe9! inspection fs = 20,000 p5i 999696 !f rosSos All cel!99rpL4ed S n= 26 • §11 Block © 68#isf 0 !Mt 4.00ftor .8" Block © 920/sf 368 ib(ft 40Q W= 368 !blft • EARTHI-qAP7 EquiyJe!fl spil pressure a 69 !cf for 2:1 sIophg surcharge and on-sit6 soil fii ts 4.00 FTQF 8"Wide Block V=p*ii*H12=480#/ft • Sif -':- • I MV*ii!= 640 ft-lb/ft II1 • I • Forts= 8" • d 5.25" b= 1?" I F = bd*d/12000 0.02756 I KM!F 23.2 p p 0.0013 (E-2) Reqd As a 0.0791 sq-In #4 b8r8 @ 16 " o.c. As = 91473 sq-h Q.I I TEMP STEEL REQUIRED As = 0.0672 sq-h Miphnurn USE #3 bars © 16 " o.c. As = 0.0828 s9-in 9 TOTAL STEEL REQUIRED As = 0.1920 sq-in I TOTAL STEEL PROVIDED As = 0.2301 s9-in O.K. I 0.926'(E-'2) I v=V/bid= 8psi <25 Psi OK of ("tf" max) (--- "L" ---.--> FOOTING 0V12M1125b = 2.26274 ! UE 9" d = 5.50" As a 12M/fs*j*0 = As = 0.0778 sq-in Minimum USE #4 bars @ 16 " o.c. As = 0.1473 s9-in O.K. TEMP STEEL REQUIRED As = 0.0756 sq-in Minimum USE # 3 bars @ 16 " o.c. As = 0.0828 Sq-in O.K. TOTAL STEEL REQUIRED As = 0.2160 sq-in TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. Masson & Associates! Inc. 03/04/98 (760) 741-3570 1 of 2 F:PROJECTS199770267026retwaIs.wb3 E Masonry Refraippg Wall CaIcuItIQp Sloping urcIarge up to 4-0" hIgl @ f?amp OVEFTURN!NG; ............................. = I ts","W!hlh2 1flr & "x" 8' tf= hi = 14 42 = I 2" L= 2.67ft x= 6 48 AR .. - . -. . - Wc= 10pcf Ws 108 pcç Wo!bll(Wb)= 8if/f . WT ABM Mr 0 - FTP 334 1.34 446 .• 9 1,34 0 8" Block = 368 0.50 184 "h2" HEEL SOIL = 793 1.75 1,390 - I TOE SOIL = 21 0.08 2 1516ifMr= 2021FT-# I - OTM= 649 FT-# 22" S F.S.= 3?16 >1,5 0K "tr -T1 S9! Parameters Froni soi's report dated -2-97 ktera! Sliding Coeff1çiept- 9!32 Lateral Beag - 250 #IsfIft Bearing 2,900 #/sf Pressure - - .. . . Eccentricity=eaLJ2 .(MrQTM)/f e= ,42ft OSinmiddlei( ("W' max) Soil Pressure = VV t §W*e/(L*L) = 1,199 psf & 27 psf Max a!!gwah!e coil pressure 9Q9 NO O.K. <--- "L" ------> SLIDING - Coe ffIcient of friction = 0.32 Sliding force F 480 if Fector of safety 1,5 stg force rcq 70 # Frictional resistance'- 485 # Adjisted allowable lateral soil pressure p 5 167 iflsflft Leral fpptipg resistance 188 if Frictional t Fooipg !aterl resistance a 673 # N.P.need Key Key t footing resictance reqd # - "x"+"tf'= V.xRlp= 1.68 ft .18 ft or Oft 3 in USE 6" MINIMUM . 0 Masson & Associates, Inc. 03/04/98 (760)741-3570 2 of 2 F:PROJECTS199770267026retWaIs.wb3 masonry letainipg Wall CaIqqja4pr Slping $urcarge up tQ 54' ifgh @ Ramp • •• U P§I PM TMIT;= •; No special inspection fs = 20,000 psi Es .= 2900,999 Yqe half stresses : •• AP ces grouted •.• =26 6" 13 !9cc @ 68#Ist 0 Pb/ft 2 67 ft of 8 "pJoc@ 92 #Isf 246 lb/ft 2.67 ft of 12" Block @ 140 NO 374 lb/ft 5.34 W= 619 Pb/ft EARTH .QAP - EquuvaJet oil pressure = 60 #!cf for 2 1 sloping surcharge and on-site SO!! baccf;!I P-I 1 2.67 FT OF 8 "Wide Block I M= WHO = 190 ft-lb/ft <--- "L" - -----> I Forts = 8" d 5.25" b = 12 ! F = bd*d/i 2000 = 0.02756 Ir. =M/F=6-9 R= 0.0004 (E-?) Reqd As 0.0227 sq-ii US, E #4 bars@ 16"o.c. As= 0.1473 P.K. TMP ST94 REQUIRED As = 0.0672 sq-in Minimum USE #3 Ws © 16 " o.c. AS 0.0828 sq-in Oj(. • TOTAL STEEL REQUIRED As = 0.1920 sq-in TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. j 0.957 (E-2) V = V/bid = 4 psi <25 psi OK Masson & Associates, Inc. • 03/04/98 (760) 741-3570 • 1 of 3 F:PROJECTS199770267026retwaIs.wb3 I Masonry fletipqpg Wall CaIcqlatio - S(oping Surcharge up to 5'4" liigl @ l?amp © H = 5.34 ft with 2 67 ft of 12' Wide Block Vp11*H!2= 55 lb/ft M=V*H/3 1,522 ft-lb/ft S I FORts= 12" d= 9.00" b= 12" I F 410/12000 = 0.08100 IM/F= 18.8 P 0.0010 (72) Reqd As = 0.109 sq-h USE #4 har@ 16"o.c. A.s. 0.1473 sq-jrj I TEMP STEEL QViRED As 0,1008 sq-in Minimum #4 bars @ 16 "o.c. As = 0.147 89-Ia o•• ,. TOTAL STEEL s9 n QUIRED 0.2880 TPThI- STEEL PROVIDED As = 0.29452 59-in O.K. j 0.932 (E-2) vVIbic! 8psi <25 psi 0K FOQTI1G V1?M/125b = •48 41 " USf= 12" d 8.50" A 1?M!fs**d = As = 0,1198 sq-ia Minimum USE #4 bar, @ 16"o.c. As 0.1473 8949 9!K., TEMP STEEL REQUIREP As = 0.1008 sq-in Minimum USE •, #4 bars @ 16"o.c. As 0.1473 sq-inO.K. TOThi. STEEL REQUIRED As = 0.2880 sq-in TOTAL STEEL PROVIDED As = 0,? 94 s-ir O.K. Masson & Associates? Inc. • 5 5 03/04/98 (760) 741-3570 5 • • 2 of 3 F:PROJECTS199770267026retwals.wb3 f1aspmy Retaffling Wall Calculation $Ippfpg Surcharge up tQ 5141! h(g( @ Ramp ts' OVERTURNING - I .'''• !!ts,!!tf?!i!Ih1 !!'12!'p & INCHES 12" tf= 12" 12" h2 = 64 — . .. . .' 2" L. 3.67 ft x= ' 9! wc 150pc1 Ws= loapcf Wtof blk (VV b)= 619#(ft WT ARM' Mr I FTG= 551 .1 .84 1,010 KEY = 1.84 0 8" Block = 246 05O 123 12 Block = 3i4 0.67 249 HEEL. SOIL (8" blk) = . 96 1.00 96 HEEL SOIL (12" blk) = . 1,442 2.42 3,487 ' TOE SOIL = 18 0.08 2 I ' •' VV= 2,726 # Mr= 4,967 FT-# "hi" "1" 30" I ' QTM = 1,522 FT-# I . ' . F.S.= 3.26 > 1.5 OK Soil Parameters - From soils report dated 9-2-97 I . Lateral Sliding Coefficient- 0.32 ' Lateral Bearing - 250 #/sflft Bearing Pressure - 2,900 #lsf Eccentricity e 1J2 - (Mr -QTM)'W e = - , .57 ft OK in middle 1/3.. "x" ("tv' max) Soil Pressure WL t- 6eI(L*L) = 1,436 psf &.. 49 psf Ma aflowable soil pressure = 2,900 #Isf O.K. SLIDING - Coefficient of friction = 0.32 Sliding force F = 855 # Factorofsafety= j. esistipg force reqc! 1,283 # Frictional resistaq ce= 872 # Adjusted allowable lateral soil pressure p = 167 #1st/ft Lateral footing resistance = 188 # Frictional + Footing lateral resistance 1,060 # N.G. peed Key Key t footing resistance reqd R = 410 # I!xl+!tf V2xRip= 2.22 ft = .72 ft or 0 ft - 9 in '"I Masson & Associates, Inc. 03/04/98 (760) 741-3570 . 3 of 3 . ' ' ' F:PROJECTS199770267026retwaIs.wb3 ' ~w ' Mar 05. 98 12:49p MRH - Riverside Office (902) 776-0395 P-1 Consultants In The Earth Sciences CALIFORNIA • NEVADA March 5, 1998 Project No. 3829-PR CAC Associates 3920 Willow Creek Road, Suite 400 Dan Diego, CA 92131. Attention: Mr. Larry Woodward Subject Third Review of Retaining Wall Details' and Calculations, Carlsbad Crest Corporate Center, Lot 41 of Unit 2, Carlsbad Airport Centre, City of Carlsbad, San Diego County, California. Gentlemen: ' At the request of Mr. Jim Hughes with Collins General Contractors, we have been interlacing with the Project Civil Engineer, Masson and Associates, Inc. and made ourfinal review of the attached retaining wall calculations, and sheets 2, 3 and 7 of the wall details for tho cubjoot rotining wQllc to bo oonotruotod ut tho oubjoot oito, roocivod by our offioo an hour ago. The purpose of our review was to check the details and calculations from a geotechnical viewpoint only. In other words, our review was to determine whether or not the wall design parameters recommended in our investigation reportforthe site, dated September 2, 1997 (Project No. 3629-SF) had been incorporated in the wall designs. A review of the structural adequacy of the proposed wall is beyond the purview of the geotechnical consultants and within the purview of the structural engineer. ' Our review of the attached calculations and details indicates that the retaining wall recommendations appear to be in general conformance with the geotechnical parameters shown in the wall calculations and details. Orange County: 4500 Campus Dr., Suite 488 • Newport Beach, CA 92660. Telephone (714) 660-9292 . Fax (714) 660-9295 Riverside County: 16801 Van Buren Blvd., Suite A . Riverside, CA 92504 ó Telephone/Fax (909) 776-0345 San Bernardino County: P.O. Box 1056 • Lake Arrowhead, -CA 92352. Telephone/Fax (909) 337-5638 San -Diego County: 11560 Turner Heights Dr. • Escondido, CA 92026 • Telephone/Fax (760) 749-2233 Nevada: 7400 Lakeside Dr. . Reno, NV 89511 • Telephone (702) 852-5393 W Mar- 05 98 12:49p MRH - Riverside Office [909] 778-0395 P-2 CAC Associates - Lot 41 March 5, 1998 Project No. 3629-PR S Page No. 2 All professional services provided in connection with this review have complied with generally accepted principals and practice in the fields of soil mechanics and fbundation engineering. This warranty is in lieu of all other warranties, either expressed or implied. We trust that the information presented herein satisfies your need at this time. Thank you very much for this opportunity to be of service. Please call our office if you have any questions. S Respectfully Submitted, Medall, Aragón, Higley, Geotechnical, Inc. L FES L. Fernando AragOn, P. E. ' Exp. 3-31 -98 'I1 Engineer, RGE 99 -. LFA:m ma R CA fu Enclosure: Sheets 2, 3 and 7 of wall details by Masson and Associates, Inc. (2COpieS of each) Two sets of retaining wail calculations by Masson and Associates, Inc., dated\March 3, 1998. Distribution: (1) Addressee - (report only) Via U.S. Mail. (1) Smith Consulting Architects, (report only) Via Fax : (2) Collins General Contractors, Attention Mr. Jim Hughes - (report) Via Fax S & (complete set) via U.S. Mail. (1) Masson and Associates, Inc.. Attention: Mr Doug Masson; P.E. - (report only) via Fax. Medall, Aragón, Higley, Geotechnical, Inc. IN COOPERATION WITH SMITH CONSULTING ARCHITECTS, INC. 5355 MIRA SORRENTO PLACE, SUITE 650 SAN DIEGO, CALIFORNIA, 92121 SOIL AND FOUNDATION INVESTIGATION PROPOSED CARLSBAD CREST CORPORATE CENTER CARLSBAD AIRPORT CENTRE UNIT 2, LOT 41 CITY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA PROJECT NO. 3629-SF SEPTEMBER 2, 1997 Medall, Aragon, Higley, Geotechnical, Inc Consultants In The Earth Sciences CALIFORNIA S NEVADA aa OL *1 Bob 2I 'l-mik LI VP' September 2, 1997 Project No. 3629-SF CAC Associates 3920 Willow Creek Road, Suite 400 San Diego, CA 92131 Attention: Mr. Larry Woodward Subject: Soil and Foundation Investigation, Proposed Carlsbad Crest Corporate Center, Lot No. 41 of Unit 2, Carlsbad Airport Centre, City of Carlsbad, San Diego County, California. Gentlemen: In accordance with your request and authorization, this report presents the findings and conclusions of a Soil and Foundation Investigation conducted by Medall, Aragon, Higley, Geotechnical, Inc. for the above-referenced project. Characterization of site earth materials by field reconnaissance, subsurface exploration, and laboratory testing of recovered soil samples was performed in order to define site suitability for the proposed development and provide preliminary engineering design values forfoundations, slabs-on- grade, and retaining walls. Available conceptual site development plans indicate the proposed corporate center will consist of two, side-by-side two-story buildings on a single pad, each with a footprint area slightly greater than.26,000 square feet. Subsurface utilities, paved parking lots, and landscaped areas are also proposed. Structural loads not to exceed 85 kips for columns and 3 kips per linear foot for walls are anticipated for the proposed concrete tilt-up buildings. Finish grading of the existing sloped, sheet-graded pad will require placement of 7 to 8 feet of fill near the southwest corner of the building pad, and a cut of approximately 3 feet in the northeast corner. Lot No. 41 was graded in two phases between November, 1985 and March, 1990, as a part of mass grading for the overall Unit 2 development: Engineering observation and testing during the first phase were performed by the firm Moore and Taber of Anaheim, California, and during the second phase by San Diego Geotechnical Consultants, Inc. Final grading reports indicate Lot No. 41 was developed as a fill lot over an existing south- facing slope. The underlying bedrock reportedly consisted of sedimentary sandstones and siltstones. Orange county: 4500 Campus Dr., Suite 488 • Newport Beach, CA 92660 • Telephone (714) 660-9292 • Fax (714) 660-9295' Riverside County: 16801 Van Buren Blvd., Suite A • Riverside, CA 92504 • Telephone/Fax (909) 776-0345 San Bernardino County: P.O. Box 1056 • Lake Arrowhead, CA 92352 • Telephone/Fax (909) 337-5636 San Diego County: 11580 Turner Heights Dr. • Escondido, CA 92026 • Telephone/Fax (760) 749-2233 Nevada: 7400 Lakeside Dr. • Reno, NV 89511 • Telephone (702) 852-5393 CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF - Page No. 2 Two borings were placed for this study within the conceptual outlines of the proposed buildings. Fill soils were encountered to a depth of 76 feet near the southeast corner of Building 1. About 24.5 feet of fill was penetrated near the northeast corner of Building 2. The total differential fill thicknesses underlying the two structures is estimated to be 40 feet for Building 1 and 31 feet for Building 2. The fill appears to consist predominantly of silty sand, with horizontal and vertical variation * that includes localized clayey sand, sandy clay, and clayey silt. Fine-grained soils appear to be much more prevalent in the northern third of the existing sloped pad. - Moisture -. density tests on recovered samples indicated that relative compaction of the on-site fill materials is generally greater than the accepted minimum of 90 percent of the maximum dry density. Moisture contents appear to have increased substantially over time. Based -on the, results of the field investigation, laboratory testing, and professional experience, it.is our opinion that the site generally appears to be suitable for the proposed new construction,, provided mitigation or accommodatiori of potential differential settlements is incorporated into building designs. In addition to design" settlement values, this report includes preliminary recommendations for site regrading and inspection, foundation design, slabs-on-grade, and retaining walls. Thank you very'much for this opportunity to be of service Please do not hesitate to call if you should have any questions. Very truly yours, kOFES NOO - • . - . •; Luis Fernsfido Arag6n P.E. o.99 Geotechnical Engineer, GE No 99 CA _(/4 • •. . Mark G. Doerschlag Engineering Geologist, CE/No. 1752 " Medall, Aragón, Higley, Géotechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 3 INTRODUCTION This report presents the results of a Soil and Foundation Investigation performed for Lot No. 41 of the Carlsbad Airport Centre (Unit 2), a large master-planned business development in the City of Carlsbad, California. Lot No. 41 has a net site area of 4.35 acres, comprising both a sheet-graded building pad and adjacent manufactured fill slopes. The site is located at the northeast corner of the intersection of Palomar Oaks Way and Camino Vida Roble, as illustrated on Figure No. ion the following page. The purpose of our study was to evaluate the nature of the subsurface materials underlying the site and to provide: (1) A general opinion of site suitability for the proposed project, and (2) Recommendations applicable to site earthwork and design of foundations, slabs-on- grade, and retaining walls. Accordingly, the scope of our services included a surficial reconnaissance of the site and surrounding area, subsurface exploration, recovery of representative soil samples, laboratory testing, and geotechnical analyses. In addition, a cursory evaluation was conducted of engineering geologic constraints posed by faulting and seismicity. Available final grading and subsequent geotechnical site evaluation reports for Unit 2 and Lot No. 41 were also reviewed for relevant findings. However, environmental research for purposes of establishing whether toxic or hazardous substances had been generated, used, stored, or disposed of on-site, or chemical testing of air, soil, or -- groundwater at the site were beyond the scope of this study. BACKGROUND INFORMATION The current configuration of the Unit 2 portion of the Carlsbad Airport Centre includes 23 business or commercial lots, with associated paved streets and greenbelt areas. Many of the sheet-grade SITE LOCATION Map Goes here d lots have already been developed into office space and light manufacturing facilities. Priorto grading, the area consisted of gently to moderately sloping natural terrain mostly underlain by soft sedimentary rocks, with localized areas found to be underlain by relatively hard volcanic rock. Medall, Aragófl, Higley, Geotechnical, Inc. SITE LOCATION MAP I SAL 'PS 'N car 41 OR - tc / $*r / r 4 \.w#1 RLSB INo- rti, Project Name: CAC Associates - Lot 41 Project No. 3629 -SF - Medafi, Aragôn, Higley, Geotechnical, Inc. Figure No. I CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 5 Earthwork on Unit 2 and the included Lot No. 41 apparently.occurred in two phases. An initial phase began in November, 1985 and concluded in November, 1986, concurrent with mass grading of Unit 1. Grading was performed under the engineering observation and testing of the Anaheim-based firm Moore and Taber. A Report of Geotechnical Services was issued by Moore and Taber on February 25, 1987, documenting the observations, as- built geologic conditions, and test results for Unit 1 and the incomplete portions of Unit 2 (Job No: 285256). The second phase of grading to complete the Unit 2 lots was performed between August, 1989 and March, 1990. Reportedly, site observation and testing services were provided by San Diego Geotechnical Consultants, Inc. (later a part of the firm ICG, Inc.). In 1991, the subsurface conditions within the overall Unit 2 area were evaluated by the firm GeoSoils Inc. (GSI), and theirfindings and recommendations presented in a Geotechnical Site Evaluation report dated March 21, 1991 (Work Order No. 1260-SD). Four years later, GSl updated the previous report with a site-specific investigation of Lot No. 41. The latter report indicates that three 24-inch-diameter bucket auger borings were drilled to supplement the four shallow trenches excavated in 1991 on the site. .Both the 1991 report and the Update Geotechnical Report, dated January 12, 1995, were reviewed for indications of changes to the site with the passage of time. Grading plans supplied by the project Civil Engineer indicate Lot No. 41 was formerly a south-facing descending slope that terminated at the floor of a small canyon near the present-day alignment of Camino Vida Roble. Grading of Lot No. 41 required a maximum fill of about 70 feet, measured from original ground surface elevations. The greatest fill depths are roughly coincident with the southern side of the existing sheet-.graded building pad. The fill thins rapidly to the north and northeast to an originally proposed daylight line near the northern lot line. The fill materials appear to have originated from both on- and off-site-areas underlain by sedimentary sandstones and siltstones. Medall, Aragón, Higley, Geotechnical, Inc. ••. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 6 PROPOSED CONSTRUCTION An undated Preliminary Site Plan prepared by the firm Smith Consulting Architects Inc. was referenced throughout our investigation. The-plan illustrates twin, two-story buildings, each with a footprint covering slightly greater than 26,000 square feet. Associated parking lots and landscaped areas will complete the site. The proposed structures will be served by underground utilities. The plan indicates a finish floor elevation of 230.5 feet above sea level and a pad elevation of 229.75 feet. Based on existing grades, it is calculated that the sheet-graded pad will require additional maximum cuts and fills of approximately 3 feet and 8 feet, respectively. Soils for regrading of the pad will also originate from driveway cuts at the northwest and southeast portions of the property. Preliminary information indicates the structures will consist of concrete tilt-up construction typical of business park development. According to the project Structural Engineer, column loads are not anticipated to exceed 85 kips, and wall loads are not expected to exceed 3 kips per linear foot; FIELD INVESTIGATION AND LABORATORY TESTING Subsurface site exploration was conducted on August 8, 1997 by means of 2 borings located within the planned building footprints. The borehole locations were selected to identify the approximate maximum and minimum fill depths beneath the structures for subsequent settlement analyses. The borings were advanced with a truck-mounted CME, 75 drill rig equipped with 8-inch-diameter hollow-stem augers. Both borings were bottomed within undisturbed sedimentary bedrock, at a total depth of 81.0 feet for the deeper hole and 26.5 feet for the shallow hole. Continuous logs of the subsurface conditions encountered in the borings were recorded by an engineering geologist representing this firm, and the results are presented on the Boring Logs in the Appendix. The approximate locations of the subsurface explorations are illustrated on Figure NO.2 in the Appendix. Relatively undisturbed ring-lined barrel samples were collected from specified depths in each of the exploratory borings. Pertinent in-situ engineering soil properties were judged Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF . Page No. 7 from machine behavior and penetration resistance of the barrel sampler. Disturbed bag samples representative of the near-surface structural' fill soils were also collected. Both the discrete samples and drill cuttings were visually/manually classified in the field according to the Unified Soil Classification System, and observations made of relative porosity, presence or absence of organic matter, and any indication of groundwater. Laboratory tests to determine field dry density, field moisture content, maximum dry density, shear strength values, and compressibility characteristics were performed on the recovered samples. Test procedures and results are presented in the Appendix. SITE GEOTECHNICAL CONDITIONS Surface Conditions The sheet-graded building pad area of Lot No. 41 slopes southwestward at a 2.5% gradient toward a rough-graded catch basin and storm drain. The pad is bounded to the west and south by 2:1 fill slopes that descend as much as 25 feet toward Palomar Oaks Way and Camino Vida Roble. These slopes are attractively landscaped and in excellent condition. To the east is an ascending landscaped fill slope 25 feet high that rises to the property line with adjacent Lot No. 40. The northern side of the pad is bounded by undeveloped property contained within the limits of Palomar Airport, as well as a portion of recently regraded Lot No. 42. Despite having been vacant for over 7 years, the pad shows no evidence of significant erosion. Native and introduced vegetation, however, has established itself on the site, with scattered clumps of buckwheat and widespread herbaceous annuals and pampas grass. The site appears to have been partially cleared of vegetation with a blade or skiploader, rather than a disc. The soil surface exhibits fine networks of polygonal shrinkage cracks. None of the cracks was wider than about 1/4-inch, and most were much smaller.. Rodent burrows are locally very, common, especially near the margins of the graded pad. Medall, Aragón,'Higley, Geotechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 8 Subsurface Conditions Soil and Bedrock Boring B - 1., the deeper of the two borings drilled for this study, encountered 76.0 feet of compacted fill overlying sedimentary bedrock. Based on original ground. surface elevations, the boring demonstrates that approximately 10 to 11 feet of alluvium and weathered bedrock were removed from this' location prior to the start of fill placement. The fill-bedrock contact was knife-sharp, clean, and approximately horizontal. The majority of the fill in Boring B - 1 was classified as fine to medium grained silty sand, with a somewhat variable fines 'content. Clayey sand and sandy clay 'occasionally form thin to thick layers.' The fill soils are predominantly dense to very dense in consistency, slightly moist near the' pad surface but becoming moist at very shallow depths, and non-porous. Small amounts of organic debris, primarily wood fragments, were observed in recovered soil samples from scattered intervals below 35 feet in depth. , Boring B - 2 encountered fill that on average was much more heterogeneous and higher in, fines content than that in Boring B - 1.. Approximately 24.5 feet of compacted fill comprising silty sand, clayey silt, silty clay, and sandy clay lies atop an abrupt contact with the underlying sedimentary bedrock. The calculated thickness of native soils and rock removed by benching appears to be about 8.5 feet at the boring location. Drilling behavior and blow counts indicated the fill has lower penetration resistance thanin Boring B - 1, with most soils classified as medium dense to dense or stiff. Traces of organic debris were commonly observed. Sedimentary bedrock in the area is assigned, to the Eocene-age Santiago Formation. Underlying Lot No. 41, this formation consists of pale yellow to greenish gray sandy siltstone and very silty fine-grained sandstone. Limited exposures visible in vertical cuts on adjacent Lot No. 42 showed the formation is thinly to thickly bedded, mostly soft but locally cemented and hard, and very closely fractured. A shallow southwesterly regional dip is reported for the general area. Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates --Lot 41 S September 2, 1997 Project No. 3629-SF Page No. 9 Laboratory Test Results Dry densities calculated from 'recovered samples of the compacted fill ranged from approximately 96 to 118 pounds per cubic foot. The measured values, when correlated to the logged soil classifications and maximum density values reported during grading,.' generally meet or exceed a relative compaction of 90 percent.of the laboratory maximum dry densities. Notable exceptions occur for samples recovered from the upper 3 feet, where the relative compaction appears to be well below the desired minimum value of 90 percent. ' Field moisture contents in the fill ranged from about 11.5 to 26.6 percent of dry density. The optimum moisture content for compaction of the near-surface soils expected to provide building and slab support is about 13 percent. In general, moisture contents have risen in - - the fill since the completion of fill placement. Maximum Density-Optimum , Moisture Content determinations were performed on representative bulk samples to determine the compaction characteristics of the local soils. The results of these tests are presented in the appendix. ' Shear tests performed on samples considered representative of the local materials indicated that the local soils have moderately high friction angles and relatively high cohesions. Bearing capacity recommendations based on these test results are presented under Foundations. , Consolidation test results performed on samples considered representative of the local materials indicated that the local soil tested have low to moderate consolidation characteristics. The results of the consolidation tests, which are presented graphically in the appendix, were used to calculate expected settlements. - Medall, Aragón, Higley, Geótechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 10 The expansion index of representative upper soils tested was 32 which corresponds to a low expansive potential. Since additional grading will be performed, new expansion index testing will need to be performed during grading. The Atterberg limits of the upper local soils were determined to assist in the classification of the materials encountered. The results of these tests are presented in the appendix. Groundwater Groundwater was encountered as a zone of slight seepage near a depth of 55 feet in Boring B - 1. In 1995, GSI reported additional zones of seepage at depths of about 38 and 55 feet in their bucket auger exploration B - 3, located a few feet away. Indications are that minor perched groundwater may exist in thin zones comprising relatively permeable sandy soils. The observed seepages are not anticipated to adversely affect planned site * development. Depths to permanent groundwater are probably greater than 90 feet, based on local topographic considerations. FAULTING AND REGIONAL SEISMICITY Neither active nor potentially active faults have been identified on or near the Lot No. 41. * site. Evidence of faulting also was not seen in the borings or in nearby cuts excavated for a neighboring lot. Accordingly, the potential for direct fault rupture on the site appears to be nil.' Moderate to strong ground shaking at the site would be an expected response to rupture of one of the many active faults in southwestern California. Potential sources of ground * shaking include, but are not limited to, the San Andreas Fault, the San Jacinto Fault, the. : Elsinore Fault, and the Rose Canyon -Fault Zone. The latter fault zone is primarily an offshore feature with p00r1y constrained estimates of slip rate and characteristic return period. Holocene activity has been demonstrated for at least one on-shore portion of the fault in the City of San Diego, and in our judgment this fault should be considered active Medall, Aragón,'Higley, Geotechnical, Inc. CAC Associates - Lot 41 September: 2, 1997 Project No. 3629-SF Page No. 11 in its northerly offshore extension. However, the fault has been relatively quiescent in historic time. GeoSoils's 1995 report presented a deterministic seismic hazard analysis indicating peak horizontal ground accelerations at the site of 0.24g and 0.39g for maximum probable and maximum credible events on the Rose Canyon fault system. These events would be anticipated to have moment magnitudes of M6.0 and M7.0, respectively. At the time of this report, the requirements for seismic designhad not been established. Unless the Structural Engineer deems more-specific data are necessary (i.e.,response spectra, site period), seismic design for this project may be performed using criteria presented in the 1997 Uniform Building Code (UBC), Volume 2, Chapter 16, Division IV and V, for a Soil Profile Type S0, Seismic Source Type B with a distance to the fault of approximately 9 kilometers, and Seismic Zone 4 with a Seismic Zone Factor of 0.4. Secondary Seismic Hazards The items listed below represent other common seismic-related hazards evaluated on a site-specific basis. Our analyses and judgment indicate the risk presented by these hazards is very low to zero: Tsunami S Seiche Mass Wasting Liquefaction Dynamic settlements due to seismic shaking were estimated by GeoSoils to be on the order of 2.25 inches. The accompanying dynamic, differential settlement would be approximately 1:25 inches, suggesting angular distortions of 1 in 550 could occur. Medall, Aragón, Higley, Geotechnical,' Inc. CAC Associates Lot 41 September 2, 1997 Project No. 3629-SF . Page No. 12 CONCLUSIONS AND RECOMMENDATIONS General Based on the results of the field exploration program, laboratory testing, and professional experience, it is our opinion that the site appears to be suitable for the proposed new construction, provided that appropriate design allowances are made for ca1cu1ated differential settlements (static and dynamic). Additionally, remedial measures will need to be implemented to correct loose, soft, and locally disturbed conditions of the pad soils in the upper 2 to 3 feet. Excavation and recompaction are recommended to mitigate the loose conditions and create satisfactory support characteristics. In the building areas, the extent of the over-excavation work should be 1 foot below the lowest (elevation) foundation element and a minimum of 3 feet from existing gade (whichever is greatest), if shallow foundations areadopted. This overexcavation should extend down outside of the building footprint at a 1:1 (horizontal to vertical) projection to the full depth of the removal. Areas outside of the building footprints but planned for parking and hardscape should be stripped of approximately 2 feet of surficial fill or to competent material, whichever is greater. Additionally, the test pits excavated by GeoSoils in 1991 were backfilled without compaction; these must be located and the loose soils properly recompacted prior to placement ofadditional fill on the site. All of the on-site soils are considered to be suitable for reuse in compacted structural fills. Specific guidelines and recommendations for site grading, structural design, and inspections are presented in the following subsections. Site Grading . . The general guidelines presented below should be included in the project construction specifications to provide a basis for quality control during grading. It is recommended that all structural fills be. placed and compacted under engineering observation and in accordance with the following: • Re-established native and introduced vegetation shall be cleared and properly disposed of off-site. . • Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates - Lot 41 - September 2, 1997 Project No. 3629-SF . Page No. 13 Excavation Of the existing low-density and disturbed fill shall be performed as discussed above, in areas which will support foundations, slabs-on-grade, and pavements. Actual removal depths may vary during grading based upon conditions encountered during earthwork activities. Observation and density testing by the Geotechnical Engineer of all undisturbed cleared areas-prior to processing of the exposed bottom. The minimum acceptable relative compaction of the undisturbed materials will be 90 percent of the maximum dry density. Scarification to depths of 8 to 10 inches, moisture-conditioning, and processing of fill materials left in place by adding moisture or drying back to slightly above Optimum moisture content, mixing, and recompaction to at least 90 percent of the maximum dry density as determined by the ASTM D 1557 test method. Bottoms shall be proof- rolled with heavy rubber-tire equipment (earthmoving scrapers, large loaders, or similar) to detect soft zones prior to additional fill placement. Placement of fill soils moisture-conditioned to approximately 2 percent over optimum - moisture in lifts having a thickness commensurate with the type of compaction - - - equipment used, but generally no greater than 6 to 8 inches. Rocks orother similar irreducible matter larger than about 3 inches in diameter should be excluded from - engineered structural fills on this site. Sufficient compàctive effort shall be maintained to obtain compaction of at least 90 percent of the maximum dry density. - - - Field density testing shall be performed to verify that the desired compaction is being - achieved. Where compaction of less than 90 percent is indicated, additional compaction effort, with adjustment of the moisture content as necessary, shall be - made until at least 90 percent compaction is obtained. - Medafl, Aragón, Higley, Geotechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 14 V • Import soils, if required, should consist of predominantly granular material with low or negligible expansive potential, free of deleterious organic matter and large rocks, and shall be accepted by the Geotechnical Engineer prior to use. V V - • Fine grading of building pads should result in drainage being directed away from V building foundations to swales for offsite disposal. The minimum desirable slope away V from buildings is 2 percent for a distance of at least 5 feet. It is recommended that expansion index testing be performed during or upon completion of the regraded building pad, to verify preliminary observations of low to moderate expansion potential in the on-site materials. The exact number of tests should be determined by site observations made during grading, but should not be less than one test for each soil type encountered in the finished lot. Removal and recompaction of the on-site soils Will result in some material volume loss. Based on observations and laboratory density tests, it is estimated that shrinkage will average 3 to & percent for the existing loosened structural fill soils if replaced with an average relative compaction of 92 percent. Subsidence of approximately 0.1 to 0.2 foot should also be anticipated for excavated areas proof-rolled as recommended above. V V FOUNDATIONS It is our 'understanding that the proposed structures will consist of two, one- to two-story commercial tilt-up buildings. Preliminary information indicates the proposed buildings will be supported on conventional,continuous and square shallow foundations. As previously mentioned, column loads are not expected to exceed 85 kips, while wall loads are unlikely V to exceed 3 kips per linear foot. Information 'and Vrecommendations presented in this section are not meant to supersede final design by the Structural Engineer. Medall, Aragón, Higlêy, Geotechnical, Inc. CAC Associates - Lot 41. September 2, 1997 Project No. 3629-SF. Page No. 15 - Settlement- Foundation Settlement due to Structural Loads For one to two story commercial buildings, the anticipated total settlement is 1.2 inches. Approximately 50 percent of the anticipated total settlement is expected to occur during construction. The anticipated differential settlement is 0.3 inch over 40 feet. Primary Settlement of Fill The Proposed fill is anticipated to vary in thickness from approximately 2 to 8 feet for Building 1, and 0 to 3 feet for Building 2. The anticipated total settlement due to the surcharge imposed by the new fill is expected to vary from 0.75 to 3 inches for Building 1 and 0 to 1 inch for Building 2. For Building "I approximately 50 to 60 percent of the settlement will occur during and shortly after fill placement and approximately 90 percent of the settlement shall be complete in 3 to 4 months. It is our opinion that the proposed fill within Building 1 should be monitored for settlement to ensure that the primary settlement is complete. Otherwise an additional estimated total and differential settlement of 1.25 inch and 0.2 inch over 40 feet, respectively, should be used in the design. For Building 2 the primary settlement due to the proposed fill should be complete during and shortly after fill placement. .. Secondary Settlement of Fill• The fill may continue tosettle, due in part to secondary compression, new building loads and continued landscape irrigation at the surface. The depth of existing fill from the proposed pad grades varies from approximately 40 to 80 feet across the proposed Building 1 footprint, and from approximately 22 to 53 feet across the proposed Building 2 footprint. The estimated long term total settlements for Buildings 1 and 2 are 2.0 inches and 1.0 inch, respectively. The anticipated differential settlement for Buildings 1 and 2 are 0.25 inch over 40, feet, respectively. .Medall, Aragón, Higley, Geotechnical, Inc. ' CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 16 foundation Design Bearing Value (1) -An allowable vertical bearing value of 2,900 pounds per square foot (psf) may be considered for design of continuous footings at least 24 inches wide and 24 inches deep, and for design of square footings at least 24 inches wide and 24 inches deep, bearing in properly compacted fill material tested by our personal during the upcoming additional site grading. The bearing value may be increased by 300 psf for each additional foot in depth to a maximum of 3,500 psf. The above value may be Increased by one-third when considering short duratioh seismic or wind loads. Exterior square footings should be tied with a grade beam or tie beam to the main foundation. . (2) All footings should be embedded a minimum of 24 inches into properly, compacted fill. All continuous, footings should be minimally reinforced with four No. 5 steel bars, two near the top and two near the bottom. Interior columns should be supported on spread footings or integrated footing and grade beam systems. Column loads should not be supported directly by slabs. When designing the interior building footings, the Structural Engineer should consider utilizing grade beams to control lateral drift of isolated column footings, if the combination of friction and passive earth pressure will not be sufficient to resist lateral forces. . . Lateral Pressure (1) Passive earth pressure of compacted fill may be computed as an equivalent fluid having a density of 250 p.cf per foot of depth, to a maximum earth pressure of 2,000 psf. . Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 17 An allowable coefficient of friction between properly compacted fill soil and concrete of 0.32 may be used with the dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. All footings should maintain a minimum seven foot horizontal setback from the base of the footing to any descending slope. This distance is measured from the footing face at the bearing elevation. The upper six inches of passive pressure should be neglected if not confined by slabs or pavement. Foundation Construction All footings should be embedded a minimum of 24 inches into properly compacted fill. Foundation footings should be minimally reinforced with four No. 5 bars, two near the top and two near the bottom (in the cross-sections). Foundations should either be continuous footings across large openings (i.e., garages or entrances) or be tied with a grade beam or tie beams. All exterior isolated footings should be tied in at least two perpendicular directions by grade beams or tie beams to reduce the potential for latera1 drift or differential distortion. The base of the grade beams should enter the adjoining footings at the same depth as the footings (i.e., in profile view). The grade beam steel should be continuous at the footing connection. Grade beams and footings should be minimally reinforced and sized per the Structural Engineer's recommendations. Prior to placing steel or concrete, the footing and grade beam excavations should be well moistened. Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates - Lot 41 , September 2, 1997 Project No. 3629-SF ' Page No. 18 FLOOR SLABS Floor Slab Design Concrete slab-on-grade floor construction is anticipated. The following recommendations are presented as minimum design parameters for the slab. Design parameters do not account for concentrated loads (e.g.", forklifts, other machinery, etc.) and/or the use of freezers or heating boxes. The information and recommendations presented in these sections are not meant to supersede design by the project Structural Engineer. Lightly Loaded Floor Slabs.. The slabs in areas which will receive relatively light live loads (i.e., less than 50 psf) should be a minimum of five inches thick and be reinforced with No. 3 reinforcing bar on 18 inches centers in two horizontally perpendicular directions. Reinforcing should be properly supported to ensure placement near the vertical midpoint of the slab. "Hooking" of the reinforcement is not considered an acceptable method of positioning the steel. The recommended compressive strength of concrete is 3,000 pounds per square inch (psi). The project Structural Engineer should consider the use of trahsverse and longitudinal control joints to help control slab cracking due, to concrete shrinkage or expansion. Transverse and longitudinal crack control joints should be spaced no more than 12 feet on center and constructed to a minimum depth of T/4, where 'T' equals the slab thickness in inches. Highly Loaded Floor Slabs •. The project structural engineer should design the slabs in areas subject to high loads (ie, machinery, forklifts, storage racks, etc.). The modulus of subgrade reaction (k-value) may be used in the design of the floor slab suppo'rting heavy truck traffic, fork lifts, machine foundations and heavy storage areas A k-value (modulus of subgrade reaction) of Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates -Lot 41 September 2, 1997 Project No. 3629-SF Page No. 19 100 pounds per square inch per inch (pci) would be prudent to utilize for preliminary slab design. An R-value test and/or plate load test may be used to verify the modulus of subgrade on near surface fill soils. The following recommendations are meant as minimums. The project Structural Engineer should review and verify that the minimum recommendations presented herein are considered adequate'with respect to anticipated uses. Concrete slabs should be at least 5% inches thick and reinforced with at least #3.. reinforcing bars placed 18 inches on center in two directions. Concrete slabs should be underlain with a minimum of four inches of 3/4 inch crushed rock (vibrated into place) or four inches of aggregate base materials (class 2 aggregate base or equivalent) compacted to a minimum relative compaction of 95 percent. Transverse and longitudinal crack control joints should be spaced no more than 12 feet on center and constructed to a minimum depth of T/4, where "T" equals the slab thickness in inches. The recommended compressive strength of concrete is 4,000 pounds per square inch (psi). Subgrade Preparation The subgrade material should be compacted to a minimum 90 percent of the maximum laboratory dry density. Prior to placement of concrete, the subgrade soils should be moisture conditioned to at least optimum moisture content, to a depth of 12 inches and verified by a field representative of this office. Moisture Protection In areas where moisture condensation is undesirable' (e.g., areas to have moisture sensitive floor coverings) a minimum 10 mil plastic membrane should be placed with all laps/openings sealed. The membrane should be sandwiched between two, two inch (minimum) sand layers. These areas should be separate from areas not similarly protected. This separation could be provided with a concrete cut-off wall extending at least 18 inches into the subgrade soil below the sand layer. Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates - Lot 41 . September 2, 1997 Project No. 3629-SF Page No. 20 RETAINING WALLS General Equivalent fluid pressure parameters are presented herein for either the use of. native or low, expansive select granular backfill to be utilized behind the proposed walls. The low expansive granular backfill should be provided behind the wall at a 1:1 (h:v) projection from the heal of the foundation system. Low expansive fill is defined as Class 3 aggregate base rock, or Class 2 permeable rock. Wall backfilling should be performed with lightly loaded equipment within the same 1:1 (h:v) projection (i.e., hand tampers,' walk behind compactors). lfhighly expansive soils are used to backfill the proposed walls, increased active and at-rest earth pressures will need to be utilized for retaining wall design. ' Foundation systems for any proposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Recommendation section of this report. Building walls, below grade, should be'waterproofed or damp-proofed, depending on the degree of moisture protection desired. All walls should be properly designed in accordance with the recommendations presented, below. Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking depending upon the materials used to construct the wall. To mitigate this effect, the use of vertical 'crack control joints and expansion joints should be employed, spaced at 20 feet or less along the walls. Vertical expansion control joints should be filled with a flexible grout. Wall footings should be keyed or doweled across vertical expansion joints. Cantilevered Walls These recommendations are for cantilevered retaining walls up, to 10 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not Medall, Aragón,Higley, Geotechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 21 restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material (see table below). These do not include other superimposed loading conditions such as traffic, structures, seismic events or adverse geologic conditions. For cantilever retaining walls greater than four feet in height, a seismic increment of 10H (uniform pressure) for level backfill and 20H for backfill sloped at 2:1 (h:v) behind the walls should be considered. If traffic is within a distance H behind any wall or a 1:1 (h:v) projection from the heel of the wall foundation, a pressure of 100 psf per foot in the upper five feet should be used. Structural toads from adjacent properties and their influence on site walls should be reviewed by the Structural Engineer, if within a 1:1 (h:v) projection behind any site wall. Wall Backfill and Drainage All retaining walls should be provided with an adequate backdrain and outlet system, (a minimum of two outlets per wall) to prevent buildup of hydrostatic pressures and be designed in accordance with the minimum standards presented herein. Drain pipe should consist of four inch diameter perforated schedule 40 pvc pipe embedded in gravel. Gravel used in the backdrain systems should be a minimum of three cubic feet per lineal foot of % to 1 1/2 inch clean crushed rock wrapped in filter fabric (Mirafi 140 or equivalent) and 12 inches thick behind the wall. The surface of the backfill should be sealed by pavement or Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates -. Lot 41 September 2, 1997 Project No. 3629-SF Page No. 22 the top 18 inches compacted to 90 percent relative compaction with native soil. Proper surface drainage should also be provided. Weeping of the walls in lieu of a backdrain is not recommended. A paved drainage channel (v-ditch or substitute), constructed of either concrete or asphaltic concrete and located behind the top of the walls with sloping backfill, should be considered to reduce the potential for surface water penetration. For level backfill, the grade should be sloped such that drainage is toward a suitable outlet at one to two percent. PAVEMENTS Soft materials, if any, in areas to support asphalt pavement, should be recompacted to a depth of at least one foot below the final subgrade just prior to placement of driveway and parking lot base.course. Since additional grading will take place, it is not known at this time what the pavement bearing characteristics of the final subgrade soils will be. Therefore, it is recommended that R-value testing of the subgrade soils be performed upon completion of grading in order to provide design pavement structural sections. For preliminary design purposes, it is assumed that the R-value for typical local soils may range from 20 to 45. Preliminary pavement structural calculations based on these assumed R-values and traffic indexes of 4.5 (for parking 5ta115) and 5.0 (for light vehicle access areas) indicate that pavement sections should range from approximately 3 inches of A.C. over 4 inches of Class 2 AggregateBase Material to inches of A.C. over 7 inches of Class 2 Aggregate Base Material. In heavy traffic areas, or in areas of heavy truck traffic, the structural sections will be larger. Concrete gutters should be provided at flow lines and the paved areas should be graded so as to permit rapid and unimpaired flow of runoff water. The final street pavement design should be based on the actual R-value of the subgrade soils obtained after grading. . Medall, Aragon, Higley, Geotechnicàl, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF . Page No. 23 INSPECTION The preliminary opinions and recommendations in this report are based on the assumption. that all footings and slab-on-grade floors will be placed on properly compacted soils approved by this office. Site grading operations should be performed under observation by our personnel. All footing excavations should be observed prior to placing concrete to verify that footings are founded on satisfactory soils and that excavations are free of loose or disturbed materials. - The findings in this report may require modification as a result of later field exploration or observations made prior to or during site regrading. This report has also incorporated assumed conditions/characteristics of the proposed development where specific information was not available. Grading and foundation plan reviews should be performed by this firm prior to site grading in order to evaluate the proposed construction from a geotechnical viewpoint. If unforeseen adverse geologic or geotechnical conditions are encountered during grading, then additional appropriate mitigation recommendations may be required from this office. CLOSURE This report was prepared for the use of CAC Associates and. their designates in cooperation with this office. We cannot be responsible for the use of this report by others without observation of the grading operations and footing excavations by our personnel. The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice in the fields of soil mechanics, foundation 'engineering, and engineering geology. We make no other warranty, either expressed or implied. Our conclusions are based on the results of the field exploration combined with interpolations of soil conditions between a limited number of subsurface excavations. The nature and extent of variations beyond the explorations may not become evident until construction. If conditions are encountered during site development that appear to be different than those indicated by this report, this office , should be notified. Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF . Page No. 24 It is a pleasure to cooperate in this project. If you should have any questions, please contact our office. Respectfully sub,mitt&d, Medall, Aragon, Higley, Gàotechnical Inc. OkMs No. 99 Luis Fernaffd-o Arag6n, P.E. * XP.3-31;g8 . Geotechnical Engineer, GE No 99 OF CALkf- Mark G. Doerschlag . Engineering Geologist, CEG No. 1752 . •. MGD/LFA ,. . . Distribution (4) Addressee Enclosure Appendix APPENDIX Medall, Aragón, Higley, Geotechnical, Inc. CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 26 APPENDIX FIGURES AND SUBSURFACE EXPLORATION LOGS The Subsurface Exploration Map was prepared based upon information supplied by the client, or others, along with field measurements and observations made by members of this firm. Boring locations illustrated on the map are approximate. The Boring Logs on the following pages depict or describe the subsurface (soil and water) conditions encountered at the specific exploration locations on the date that the exploration was performed. Subsurface conditions may differ between exploration locations and within areas of the site that were not explored. The subsurface conditions may also change at the exploration locations over the passage of time. The field operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) designation D 420 entitled "Standard Guide for Sampling Soil and Rock" and/or other relevant specifications: Soil samples were preserved and transported to our laboratory in general accordance with the procedures recommended .by ASTM designation D 4220 entitled "Standard Practice for Preserving and Transporting Soil Samples". The results of field testing (e.g., N'-Values) are reported on the Boring Logs. Brief descriptions of the sampling and testing procedures are presented below: Ring-Lined Barrel Sampling - (ASTM D 3550) In this procedure, a barrel sampler constructed to receive a stack of 1-inch-high brass rings. is used to collect soil samples for classification and laboratory'testing. For this investigation, a 140-pound hammerfalling 30 inches was used to drive a barrel fitted with 2.5-inch-diameter rings. An uncorrected N-value of the number of blows needed to drive the sampler the final 12 inches of an 18-inch barrel was recorded. The method provides relatively undisturbed samples that fit directly into laboratory test instruments without additional handling/disturbance. Bulk Sample A relatively large volume of soil is collected with a shovel or trowel. The sample is transported to the materials laboratory in a sealed plastic bag or bucket. Classification of Samples Excavated soils and discrete soil samples were visually-manually classified, based on texture and plasticity, in general accordance with the Unified Soil Classification System (ASTM D 2488-75). The classifications are reported on the-Boring Logs. Medall, Aragón, Higley, Geotechnical, Inc. II SUBSURFACE EXPLORATION MAP -_____ B-2. EI) L LE ' \ S •GRADE \WRY POTENTIAL wwww c — - - PROPERTY Ise -:- - IWC.64 ________ •'1 - \ 1: \ * .; ___±f__'. 1I ==- T jjkW &f. GRACE Dom • \ ENTRY \ R I3S6CC iL •_d) %7 '---- , S ...... 'I mEaANNE& 4&!. (\ENTRY AZA6 s* ...ç POTENTIAL S - (S •4y 44S ) -< Al / E3tOT!! or RAM RAW SL - (. r5mic 3.i 4- 5+, \ 'L-." S___ •.SSSSS 1 ..._<__i. \ "S 1' re ..J X \ \ •(•' __..._._ •. S. J S C A M I t'4 0 R P...LLE — — — - — - — - — — n^ B — 2 Indicates location of exploratory boring Project Name: CAC Associates - Lot 41 Project No. 3629 -SF - .Medall, Aragón. Higley, Geotechnical, Inc. Ficiure No. 2 - BULK ( M 16 11111111 II IllIlIlIll 0 1111111111 1111111111 IllIllIllI TUBE 6 : 0 OD 0) cyl CO BLOWS/FT M — — (B 0 C) 0) FIELD MOISTURE fir • ) % DRY WEIGHT < > — — — • ..- C) CO DRY DENSITY R LB/VP C) SHEAR RESISTANCE • KIPS/FT` cn DEPTH (FEET) 0 go. — W - - SOIL/ROCK a C TYPE _____ 90)5 0 CD - . C) . i -u 0 . 0 CD CflQ) ilio C0i )CO 03 o ' '<' og3w r g . cm m m cnr c1 -ii CD CD U)'<C CT) j) . C 0 m ¶ co CD CD C) U) - u CD —'0 :Cr -_ -' CD D cn CD m fl)D .- .- 0 z m - - -. =3 CD c• 0 300< m $ Lj • (T)fl)3CD -- cp 0 CD ca CD mZ 'J z 0 3 5:35 n =3 . CD .. I Ui CD i CD cn X .0 -h — ,-rr3 _ COD ch C) - - r') a :3 -' 0_ z p U) 1 - o • - 0 • . . I BORING LOG (ContinUation) Logged By: MGD Date: 8-8-97 Drill Rig:CME75, Downhole hmr Boring Diameter. 8" (Auger) Boring No B - I This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location, there maybe consequential changes Elevation: 224 Feet t SAMPLE I I- Z 9 C3 XI- I- 2w Cl z-. LU X LU U, LU a 0 LU -a. CI GEOLOGICAL! ENGINEERING DESCRIPTIONS AND REMARKS Co LU In 45 67 65 54 21.3 15.9 23.4 25.9 103.5 107.4 103.5 98.0 SM, SIC SP Sc, CL Silty Sand: [FILL] At 20' some clods of olive-brown clayey sand. Much less silt; light gray color. Becomes interlayered sandy clay and clayey sand; mottled olive-brown very dense or hard, moist. Same; with some dark brown sandy clay containing small organic fragments. =_ = - 25 30 - - - 35 - 40 Continues on next Page MEDALL, ARAGON, HIGLEY GEOTECHNICAL, INC. PROJECT NAME . CAC Associates PROJECT No. 3629-SF PAGE No. 29 BORING LOG (Continuation) Logged By: MGD Date: 8-8-97 Drill Rig:CME75, Downhole hmr Boring Diameter. 8 (Auger) Boring No B - I This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location, there may be consequential changes in conditions Elevation: 224 Feet SAMPLE I—co Ui co z 03:U. >---j Ui z p = co GEOLOGICAL.! ENGINEERING . DESCRIPTIONS AND REMARKS M 55 39 64 38 . 21.3 24.2 12.4 16.2 103.5 99.7 117.9 1106 . SM, SIC CL, SIC SP- SM . Returns to mostly Silty Sand and Clayey Sand [FILLI]; mottled light gray, orange, olive- gray; moist. * ---------------------------- Becomes predominantly sandy clay; dark- olive to purplish black color with common small wood fragments; moist. Harder drilling effort to 49'. ---------------------------- Becomes predominantly slightly silty sand; fine-grained; pale alive gray and orange. Same; very moist, with trace free water on rings; trace sandstone fragments - 45 = - 50 - 55 = - . - 60 Continues on next page M EDALL, ARAGON, HIGLEY. GEOTECHNICAL; INC. PROJECT NAME . CAC Associates PROJECT No.. 3629-SF PAGE No. 30 BORING. LOG (Continuation) Logged By: MGD Date: 848797 Drill Rig:CME75, Downhole hmr Boring Diameter 8 (Auger) Boring No B - I This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location, there may be consequential eva changes in conditions Elevation: 224 F eet on. SAMPLE I-0 LU >-- w U U' z i Y. CL 0 GEOLOGICAL! ENGINEERING DESCRIPTIONS AND REMARKS • -- • 77 >50 83 15.1 13.9 16.3 113.4 112.4 SM, SIC CM, SC SC RX 103.1 Silty Sand, continuation [FILL] Some clayey sand in clods or thin layers. [No sample at 70'; rig down. Rig exchanged for CME 75 with auto hammer & rods. Overdrilled hammer to 75'. Cuttings very moist Silty Sand]. Clayey Sand.-.[FILL] Olive brown, trace organics and sandstone fragments. Abrupt contact at 76.0'. - 65 - 70 - - - - 76 = - Siltstone: Variably pale gray, pale yellow, orange; very sandy with fine grained sand; massive; soft; weak; apparent close Fe-stained fractures [Santiago Formation] - 80 Continues on next page . M EDALL, ARAGON, HIGLEY GEOTECHNICAL, INC. PROJECT NAME • CAC Associates PROJECT No. 3629-SF PAGE No. 31 BORING LOG * Logged By: MGD [ Date: 8-8-97 J Drill Rig:CME75, Downhole Boring Diameter 8" (Auger) Boring No. - This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location, there may be consequential changes in conditions Elevation: 224 Feet SAMPLE - 0 uj - co GEOLOGICAL I ENGINEERING DESCRIPTIONS AND REMARKS - I I • - 15 37 35 46 17 30 29 26.6 - 12.0 20.1 11.4 20.1 14.7 106.8 103.0 102.8 106.1 103.7 - ML 95.9 Sandy Silt w/Clay: Stiff; olive brown; moist [Fill] - CL Silty Clay: Very stiff to hard; olive; moist; mod. plastic. - 5 SM Silty Sand: Dense; mottled olive gray, light gray, orange; moist; tr. clay. = - ML Clayey Silt: hard; dark olive brown; moist; trace - organic debris and abundant siltstone frags. - - 10 SM SM, SC SM, SC ' SM Silty Sand: Similar to 5-7 ft. interval - medium dense to dense; mottled colors. Some Clods/layers of clayey sand, brown & olive colors, slightly plastic. Same : Same, some slightly silty sand; local traces of organic debris. - - - 15 = = - 120~ Continues on next page ME DALL, ARAGON, H IG LEY GEOTECHNICAL, INC. PROJECT NAME CAC Associates PROJECT No. 3629-SF PAGE No. 33 BORING -LOG' Logged By: MGD Date: 8-8-97 Drill Rlg:CME75, bownhole hmr. Boring Diameter 8 (Auger) Boring No. B - 2 This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location, there may be consequential changes in conditions Elevation: 224 Feet SAMPLE co U) LU h i - Or 0 LU UJ U) UJ 0 U) GEOLOGICAL I ENGINEERING DESCRIPTIONS AND REMARKS - U) ui - 26 84 13:5 7.4 101.6 - 118.8 = SM, Sc Silty & Clayey Sand, con't [Fill] E CL Sandy Clay: very stiff to hard; olive; moist; slightly plastic. Abrupt contact. - 25 RX Siltstone: Very pale greenish gray; moist; sandy; massive; soft, weak; some. visible Fe stained fractures. [Santiago Fm.] = - - Bottom of boring at 26.5 ft. No groundwater encountered. Boring backfilled with cuttings Original ground surface elevation at 216'. - - 30 35 40 MEDALL, ARAGON, HIGLEY GEOTECHNICAL, INC. PROJECT NAME CAC Associates . . PROJECT No. 3629-SF PAGE No. 34 CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 35 LABORATORY TESTING Moisture-Density Determinations The dry unit weight and field moisture content were determined for each of the recovered barrel samples. The moisture-density information provides a gross indication of soil consistency and can assist in delineating local variations. The information can also be used to correlate soils found on this site with soils on other sites in the general area. The test results indicate that the dry density of the soils and weathered bedrock tested ranges from 95.9 to 118.8 pounds per cubic foot, with moisture contents ranging from 7.4 to 26.6 percent of dry unit weight. Sample locations and the corresponding test results are illustrated on the Boring Logs. Compaction Tests Representative bulk soil samples were tested to determine their maximum dry densities and optiinum moisture contents per the ASTM D 1557-91 (Method A) procedure. The test method uses 25 blows of a 10-pound hammer falling 18 inches on each of 5 soil layers in a 1/30 cubic foot cylinder. Soil samples are tested at varying moisture contents to create a curve illustrating achieved dry density as a function of moisture content. The following table presents the test results. - A TI LOCATION SOIL TYPE MAXIMUM OPTIMUM MOISTURE DENSITY (pcf) CON TEN T(%) B-I @ 1'-5' Silty Sand 116.5 13.5 B2 @ Q4 . Sandy Silt. with 122.0 - 13.0 Clay Shear Strength Tests . . . Direct shear tests, were performed on undisturbed samples in general accordance with ASTM Test Method Q-3080. The samples were saturated, drained of excess mdisture, and tested in a direct shear machine of the strain control type. Test samples are retained within standard one-inch-high brass rings. Samples were tested at increasing normal loads to determine the Mohr-Coulomb shear strength values presented graphically in the following page. Medall, Aragón, Higley, Geotechnical, Inc. I I 4 3 °1 a 3 4 S S NORMAL PRESSURE ksf Boring Depth Nature Cohesion Fric. Angle No. (feet) Test Method Moist. Saturated (psf) (degree) 5-2 6.30 UNDISTURBED X 600 26 SHEAR TEST DIAGRAM PLATE GeoSo i i ,Inc. Date: AUG 97 - B .3.. W.O.3247-OC CAC Associates - Lot 41 September 2, 1997 Project No. 3629-SF Page No. 37 Consolidation Tests . Consolidation testing was performed on representative samples of existing fill materials encountered in accordance with ASTM Test Method 0-2435. In this procedure, a series of cumulative vertical loads are applied to a small, laterally confined soil sample. The apparatus is designed to accept a one-inch-high brass ring containing an undisturbed or remolded soil sample. During each load increment, vertical compression (consolidation) of the sample is measured and recorded at selected time intervals. Porous stones placed at the top and bottom of the specimen allow ready addition or release of water. Undisturbed samples are initially at field moisture content, and are subsequently inundated to determine soil behavior under saturated conditions. The test result are plotted graphically on the following pages. Medall, Aragón, Higley, Geotechnical, Inc. NORMAL PRESSURE (ksf) Boring No. 6-1 Depth (feet): 20.00 Sample: CONSOLIDATION TEST PLATE - GeoSoi Is,. Inc. - B - I Date: AUG 97 14.0.: 14.0.3247-CC NORMAL PRESSURE (ksf) Boring No. B-i. Depth (feet): 55.00 Sample: WATER @ 8 KIPS CONSOLIDATION TEST PLATE GeoSoi Is, Inc.. s - a Date: AUG. 97 W.O.: W.3.3247-OC NORMAL PRESSURE (ksf) Boring No. B-2 Depth (feet): 12.50 Sample: WATER @ 1 KIP CONSOLIDATION TEST PLATE GeoSo,i Is, Inc. 6 -3 Date: AUG 97 14.0.: 14.0.3247-CC B-i @ 20 FT; 4-8 KSF 0.018 - 0.02 ):022 ).024 1.026 .028 0.03 _________ - 0 I 2 3 4 5 6 7 8 9 10 11 12 Sqrt. Time (mm) 0.055 0.06 CL 0.065 0.07 0 1 2 3 4 5 6 7 8 9 10 11 12 Sqrt. Time (mm) . 0.01 0.0105 r 0.011 0.0115 0.012 0.0125 0.013 • 0.0135 0.014 0 1 2 3 4 5 6 7 8 9 10 11 12 Sqrl Time (mm) NZ NORMAL PRESSURE (ksf) Boring No. B-i Depth (feet): 20.00 Sample: WATER @ 4 KIPS CONSOLIDATION TEST PLATE GeoSoiIs, Inc. B - i Date: AUG 97 W.Q.: 14.0.3247-CC CAC Associates - Lot 41 September 2, 1997 ProjectNo. 3629-SF Page No. 45 Expansion Potential A laboratory expansion index test of matenàls expected to provide foundation support was * performed in general accordance with the 1994 Uniform Building Code Standard 18-2. A remolded sample is compacted in two layers in a 4-inch I. D. mold to a total compacted thickness of about 1.0 inch, using a 5.5-pound hammer falling 12 inches at 15 blows per layer. The sample is initially at a saturation between 49 and 51 percent. After remolding, the sample is confined under a normal load of 144 pounds per square foot and allowed to soak for 24 hours. The resulting volume change due to increase in moisture content within the sample is recorded and the Expansion Index (El) calculated. EXPANSION EXPANSION LOCA TION SOIL TYPE INDEX POTENTIAL B-2 0-4' -T Sandy Silt with Clay 32 Low Atterberg Limits The plastic and liquid limits of representative samples of the local soils were determined - in accordance with ASTM Test Method D-4318. The results of these test are presented in the following page. Medall, Aragon, Higley, Geotechnical, Inc. I 60 __ • . ALfly7__ so ___ ___ CH 4 /7 32 _ CL MH 3r OH 12 • ML-CL ML or OL 0 0 10 20 30 40 50 60 70 8@ 90 100 11 - Boring Depth No. (Feet) B-2,L.41 4 LIQUID LIMIT () LL() Pt.() PI(Y.) 30 24 6 I . 'GeoSoils, Inc. ATTEBERG .LIMITS PLATE - 3 7 Date: AUG 97 WO.: W.0.3247-OC BUILDING PERMIT PCR No- PCR98102 07/01/98 08:,2 9 Project No A9800124 Page 1 . . -. - Developnnt.No: 'Job 'Address: ,1914 PALOMAR OAKS WY'.- Suite; V 'V Permit Type: PLAN. CHECK REVISION ' V ."ParcerNo '212-092-05-00 V Lot#: . Valuation 0' Construction Type NEW Occupancy. Group: Refeince: CB97282.V8 . Status: ISSUED D.esárition: RETAIVN WALL HEIGHT'CHANGE - V - Applied: 06/16/98 ADDING ,8', TO APPROX.' 1200 SF .. - Apr/issue: 07/01/98 V • ; . . -. '. . -. . . Entered By-: JM Appl/Ownr:,COLLINS GENERAL' CONTRACTORS . 619 481-7700 ' - ,11750 :SORRENTOVLLEY RD ST D '' V SAN -.DIEGO CA - 92121' - '. 8594 07/01/98 .0D01,01 02 *** Fees Required , V * V Fe Cô1lectd & Credi€PRMT **109.00 ---- FeeS -- ---109 N.------------------------------- Adjustments 'irj&tht\ 00 Total Fees: 1 Totlç rn V.00 .109.00 Fee description ts n, 'Ext fee Data Plan Check Revision' 'F,. 141AR 0 10,9.00 1952 FINAL APPROVAL INSP. - DATE CLEARANCE 4 VV * - V - '• VV V . *. S CITY OF CARLSBAD 2075 Las Palnia(Dr, Carlsbad, CA 92009 (619) 438-1161 S. • . V 5,V - V V' - V c - V ' VV V V - V. . • V - ; (f'..: •' k',i•'-',"- -A - ' FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO CITY OF CARLSBAD BUILDING DEPARTMENT EST VAL. 2075 Las Palmas Dr, Carlsbad CA 92009 Plan Ck Deposit Validated By __ (760) 438-1161 Date____________________________ 41 iiE TINTIA1 4 Y&z77 Address (include Bldg/Suite #) , . - - . . Business Name'(at this a drJ Legal Description - . - Lot No. Subdivision Name/Number ...... - Unit No.' - Phase No. Total # of units Assessor's Parcel U - -. Existing Use - ,. - . . - Proposed Use 4 UJ'(( .. . - . ptionof nrc Work ç tth((.ASFT r' .#ovs (2 .pedroorns •-#of Bath " lyle— 2 CONTACT PERSbN (if different fro pIianO 7 ' COtht5 --\ tt75OrcevJto 5aioWZL 4L1760 Name ' Address- . . . - City - State/)p , Telephone # Fax # 3 APPLICANT D Contractor"-Q Agetircro DvD rtorr.2 - '--- ' -427- 4 -.. • ,, . - Name - -"', - . Address - - City - , ' State/Zip Telephone # - - ' - 4 PROPERTY OWNER r" Name . - Address - City I . State/Zip - Telephone # 5 CONTRACTOR COMPANY NAME - , , (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit -to construct, alter, improve,-demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that-he is licensed'pursuant to theprovisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codel or tht he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars I$5001) a Name - - - .." Address - - , - - City ,, - - : - - State/Zip Telephone # - - ' State License # - - - - - License Class .' -. ' - City Business License # i. , , ,,-- . .' ..•- - - - -' Designer. Name .- - - ' Address - ' - - - - City -. - ' State/Zip -, Telephone -- State License # 6,' WORKERS COMPENSATION Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations " 0 I have and will maintain a certificate of Consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor- Code, for the perf6rnanEe- of the work,for which this permit is issued My worker's compensation insurance carrier and policy number are . F - lisurance Company -- - " - , .' . - pl olicy No. ' -. - - . * - - Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) C]' CERTIFICATE OF EXEMPTION I certify that in the performance of the workiorr which this permit is issued I shall not employ any person in-any-manner-so as to become subject to the Workers Co mpensation Laws of California - I WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code Interest and attorney's fees SIGNATURE -----'---- -.-'' _. DATE - - - -. ' .•- -. 7 ., OWNER BUILDER DECLARAT!O " - ' ' '- ' ' - " ', — I herebS, affirm that I -ini exempt from the Contractor's License Law for the following reason: ' - . . . •. .,,_'4__-,'_ - - .-- 0 I, as owner of the property or my employees with wages as their sole compensation,' will, do the work,and-the structure is not intended or offered for sale (Sec. 7044. Business and Professions Code: The Contractor's License Law does not apply to'an owner of property who builds or improves thereon, and who do'e's such work himself or through his own employees,,provided that such improvments are not intended or offered for sale if however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) I, as osner'&ftioperty, am exclusively contracting with licensed contractors, to. construct the project (Sec.'7044, Business and Professions 'Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed - pursuant to the Contractor's License Law). , A -- ',, - ,. - ,• -.- I -. - .. - -. , - - o I am exempt under Section Business and Professions Code for this reason - 1. I personally plan toprovide the major labor and materials'for constructio of.the proposed property)mproverient. 0 YES ONO .2. I (have / ha'e not) signed an application for a building'permit for the proposed work.......- . . - l,have contracted with the following person (firm) to provide the proposed construction (include, name / address / phone number / contractors license number): - I plan to provide portions of the work, but I have hired the'foIloving person to coordinate, supervie and provide the major work (include name / address / phone number / contractors licénsenumber): , 5. I will provide some of the-work, but I have càntrcted (hired) the following persons to provide the iork indicated (include name / address / phone number / type - - of work)- . .PROPERTY OWNER.SIGNATURE - _- _'- __---. __' 'DATE - - - Is the applicant or future building occupant- required to submit a business plan, acutely hazardous materials registration form or risk marige'meñt'and prevention " - -program under Sections 25505. 25533 'Or 25534 of the Presley-Tanner Hazardous Substance-Account Act?"- 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air cuality r1anag0ment district? - 0 YES 0 NO Is the facility to be constructed within 1,000-feet of the outer boundary of a school site? 0 YES 0 NO 4 - - - IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET,OR IS MEETING THE- -' REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR' POLLUTION CONTROL DISTRICT. 8 ,, ONSTRUCTIOPhENDING AGENCY ' ' I hereby affirm that there is a construction lending agency for the performance of the work for which this p'emit is issued'(Sec. 30970) Civil Code). - - - - LENDER'S NAME '-'--- . _. LENDER'S,ADDRESS 9 APPLICA'TCERTIFIAfibt I certify that I have read the application and state that the above information is correct and that the informatior on the'plan's is accurate. I agree to comply with all ' City ordinances and State laws relating ti building: construction. I hereby 'a , LAhorize representatives of the Cit' of,Carlsbad to enter upon the above mentioned - - - property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY, AND KEEP HARMLESS THE CITY OF 'CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES' WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTIN6,01F THIS PERMIT. OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued bythe Building. Official under the provisions of this Code shall expire by limitation and become null and void if the building or - work authorized by such4 aft e 'not commenced wit - 365 days-from the date of such'pe'rmit orif the building or work authorized by such 'permit is suspended - or abandoned at any ti ork is co nc d f r a'period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT S SIGN TU -4--'CJZ-1 , DATE YELLOW: Applicant PINK: Finance ,ri EsGII Corporation In Partnership with government for Bui(ifing Safety DATE: June 25, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-77 REV (PCR 98102) SET: I PROJECT ADDRESS: 1916/1914 Palomar Oaks Way U CANT JURI U REVIEWER U FILE PROJECT NAME: Added Height to Retaining Wall The pIan transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plan transmitted herewith will substantially Comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is foryour information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI Esgil corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person LII REMARKS: By: Kurt Culver Enclosures: City-approved plans Esgil çbrporation El GA [3CM [1 EJ [1 PC 6/18/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 98-77 REV (PCR 98102) June 25, 1998 S VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 98-77 REV (PCR 98102) PREPARED BY: Kurt Culver DATE: June 25, 1998 BUILDING ADDRESS: 1916/1914 Palomar Oaks Way BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER- VALUE Air Conditioning Fire Sprinklers S S S TOTAL VALUE 199 UBC Building Permit Fee Bldg. Permit Fee by ordinance: $. LI 199: UBC Plan Check Fee LI Plan Check Fee by ordinance: $ Type of Review: Complete Review LI Structural Only Hourly LI Repetitive Fee Applicable LI Other: S Esgil Plan Review Fee: $ 87.15 Comments: Esgil fee = 1 hr. @ $87.15/hr. Sheet of I macvalue.doc 5196 .-02-99 02:14 P11 •COLLIS 7606038667 - P.01 ic !Kfl. — t" L'JIHRTdI . 6 . CO 10 Tfl A CTO*I •: . REQUSTFORINFORMATION To SMITH CONSULTING ARCHITECTS • RFINo:, Atti: MIKE PLATIS Job No: 97.126 Phone: 619/452-3188 - Job Name: ZCARLSBAD AIRPORT LOT 41 • Fax: 619I4523907 cc: FILEIRFI Subject: •kt -p Wa1 • - - No. of Pgs: C) r •:., S • • , - Information Requested Responso Ac out 00VA Lfi ^V1 çc.ra . ~4 t\& 4 rcc •••; All : - • • IF 'co lb o T,Ji0t'o/c/ Submit Speat' Item U cvt ''ar 1'c CIeCUng OflI4 for confinctatlan th the Des - -. concept of the Project and i A . - - ..-• • -kblndm given in the Conbea Dmmwlt A q ado ~ -' •+ - -. UOCt to the reeman c i .. - 4 * •', - • . AIS Contrecr b qmdft of sk-10 Which sjijj - - • , 4 ., 4 £i..* . S • . 4 -• lIPuatan This request was discussad by phone on This request awe* Data Response Needed By — /O5 4 COLLINSGENERAL CONTRACTORS . . Source(. •.. • • BY:John .Pauli n - - By Date _Jo -2 ..9 Date - - Phone: --4 619/843-8529 . Phone: - - 11750 Sorrento Vattoy Road, San Diego, CA 92120 PH: 81914817700 FAX: 6191481-7436 •. - • - •' Uense No. 393683 . • -' 4 4 4 -, • 4 Its.. -4-- • -. PLANNING/ENGINEERING APPROVALS PERMIT NUMBER -tO1 DATE g7°/9 - _________ ADDRESS 1 4 FD RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL (<$101000.00) CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER • PLANNER DATE' ENGINEER I DATE_____________ DocslMlsformsfplannrng Engineering Approvals • PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST ~,d~drje Plan Chk No.CB r 7O2 /9/V/1'?/ PlanneL-/- Phone (619) 438-1161, extension APN: Type of Project and Use:______________ Zoning: / )1 General Plan:_______ CFD (in/niit # _Date of participation: Circle One ensity: Facilities Management Zone: - Remaining net dev acres: (For non-residential development: Type of land used created by this permit: Legend: Item Complete Q] Item Incomplete - Needs your action Environmental Review Required: YES NO ----TYPE DATE OF COMPLETION: Compliance with conditions ofapproval? If not, state conditions which require action. Conditions of Approval:. LII Discretionary Action Required: YES NO '-TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: 0 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:____________________________________________________ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Caminó Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). ,2) CompIeteCoastal Permit Determination Log as needed. 0-61 F-1 Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) DátaEntry Completed?. YES' NO (Enter CB #; WACT; ()EXT12; Cnstruct housing YIN; Enter,Fee'Amuht (See fee schedule for amount); Return) Site Plan: 1. Provide a fully, dimensional, site plan', drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional• setbacks and existing / topographical lines. E 2. Provide legal description of property and assessor's parcel number. Zoning E 7 Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown E LII Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Lot Coverage: Required Shown Height: Required Shown E 5. Parking: Spaces Required Shown Guest Spaces Required Shown Additional Comments_______________________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE_________ Revised Retaining Wall Calculations For . Portion of wall "A" (up to 6'-8") b-, Lot 41 - Carlsbad Airport Center June 15, 1998 Prepared By Masson & Associates, Inc. 200 East Washington Ave., STE 200. Escondido, CA 92025. (760) 741-3570 Phone (760) 741-1786 Fax By: Douglas R.C.E.17706 F:\PROJECTS\1997\7026\7026revretwa1ca1cs.wpd <--- "L" ------> Masonry Retaining Wall Calculation - Sloping Surcharge up to 6'-8" high fm' = 1,500 psi fm = 250 psi Em = 750fm' = 1,125,000 No special inspection •• fs = 20,000 psi Es = 29,000,000 Use half stresses All cells grouted n = 26 6" Block @ 68 #/sf 0 lb/ft 4.00 ft of 8" Block @ 92 #/sf 368 lb/ft 2.67 ft of 12" Block @ 140 #/sf 374 lb/ft 6.67 ft W= 742 lb/ft EARTH LOAD,- Equivalent soil pressure = 50 #/cf for 2:1 sloping surcharge and select granular backfill H = 4.00 FT OF 8 "Wide Block I VP*H*H/2 400 #/ft I '• . M = V*H/3 = 533 ft-lb/ft For ts = 8" d = 5.25" b = 12" I F = bd*d/12000 = 0.02756 K=M/F= 19.3 p = 0.0010 (E-2) Reqd As = .0.0655 sq-in USE #4 bars @ 16" o.c. As = 0.1473 sq-in O.K. I TEMP STEEL REQUIRED As = 0.0672 sq-in Minimum USE # 3 bars @ 16 "o.c. As = 0.0828 sq-in O.K. TOTAL STEEL REQUIRED As = 0.1920 sq-in TOTAL STEEL PROVIDED As = 0.2301 sq-in O.K. j = 0.931 (E-2) v=V/bjd.= 7psi <25 psi OK Masson & Associates, Inc. 06115/98 (760) 741-3570 1 of 3 F:PROJECTS199770267026retwals.wb3 Masonry Retaining Wall Calculation - Sloping Surcharge up to 6'-8" high "ts" @H= = 6.67 ft with 2.67 ft of 12 "Wide Block = I V=p*H*H/2= 1,112 lb/ft I M = V*H/3 = 2,472 ft-lb/ft - I FOR ts = 12" d = 9.00" b = 12" - I V F = bd*dll 2000 = 0.08100 -- I K=M/F= 30.5 "h2" p = 0.0019 (E-2) Reqd As = 0.204 sq-in I USE # 5 bars @ 16 "o.c. As = 0.2301 sq-in O.K. - ''I'' I 12 '' I TEMP STEEL REQUIRED As=' 0.1008 sq-in Minimum USE #4 bars @ 16 "o.c. As = 0.1473 sq-in O.K. TOTAL STEEL REQUIRED As = 0.2880 sq-in TOTAL STEEL PROVIDED As = 0.37736 sq-in O.K. 0.911 (E-2) "x" ("if' max) v = V/bjd = 11 psi <25 psi OK FOOTING- <--- "L" - ----- > d = V 12M/125b = V 4.44702 USE if = 12" V d = 8.38" As = 12M/fs*j*d = As = 0.1974 sq-in Minimum V USE # 5 bars @ 16 "o.c. As= 0.2301 sq-in O.K. V TEMP STEEL REQUIRED As = 0.1008 sq-in Minimum USE V #4 bars @ 16 ' o.c. As = 0.1473 sq-in O.K. TOTAL STEEL REQUIRED As = 0.2880 sq-in TOTAL STEEL PROVIDED As = 0.3774 sq-in O.K. Masson & Associates, Inc. V 06/15/98 (760) 741-3570 : 2 of 3 F:\PROJECTS11997170267026retwaIs.wb3 Masonry Retaining Wall Calculation - Sloping Surcharge up to 6'-8" high "ts" OVERTURNING - - I "ts","tf',"hl","h2","l" & "x" IN INCHES I ts= 12" tf= 18" I hi = 6" h2 = 80" I I = 20" L = 3.67 ft x =. 21" I Wc = 150 pcf Ws = 130 pcf Wt of blk (Wb) = 742 #Ift ARM Mr I FTG = 826 1.84 1,515 I KEY=. '0 1.84 0 I 8" Block = 368 2.00 737 12" Block = 374 2.17 811 HEEL SOIL (8" blk) = 173 2.50 434 I HEEL SOIL (12" blk) = 867 3.17 2,747 I TOE SOIL = 109 0.84 91 I W= 2,716 # Mr= 6,336 FT-# OTM = 2,472 FT-# F.S. = 2.56 > 1.5 OK Soil Parameters - From soils report dated 9-2-97 Lateral Sliding Coefficient- 0.32 Lateral Bearing - 250 #/sflft Bearing Pressure - 2,900 #/sf - Eccentricity = e = U2 - (Mr -OTM)IW e = .41 ft OK in middle 1/3 "x" ("if" max) Soil Pressure = WIL +- 6W*el(L*L) = 1,239 psf & 241 psf Max allowable soil pressure = 2,900 #1st O.K. <--- "L" - SLIDING - Coefficient of friction = 0.32 Sliding force F = 1,112# Factor of safety = 1.5 Resisting force reqd = 1,668 # Frictional resistance = 869 # Adjusted allowable lateral soil pressure p = 167 #/sflft Lateral footing resistance = 188 # Frictional + Footing lateral resistance = 1,057 # N.G. need Key Key + footing resistance reqd R = 799 # ..x" + "tf'= V2xR/p 3.10 ft • 1.60 ft Or 1 ft - 8 in Masson & Associates, Inc. • 06/15/98 (760) 741-3570 3 of 3 F:PROJECTS1997170267026retwals.wb3 2 MORTAR CAP 1 #4 BARS -0-16- O.C. #3 BARS 016- O.C. • \\—-2" •0• BACKFILL WITH LOW EXPAN5IVE GRANULAR MATERIAL CLA55 5 AGGREGATE BA5E ROCK 7 ORCLAS2 PERMEABLE ROCK. BACKFILL . . 1 OPERATIONS TO bE CONDUCTED WITH LIGHTLY f LOADED EQUIPMENT WITHIN THIS ZONE. \ I CON nNuoUS 05RVATIOi AND TESTING BY GEOTECI4NICAL PERSONNEL PRIOR - - TO.AND DURING BACKFILL OPERATIONS co 04 BARS 0 16 ac. - - 2" . \ -• 0 \ • - #5 BARS 2" :x 4" KEY - 0 16" 0.C. #4 BARS 0 I :.s. MIIiNN\ - - - io" - • , I 1 • • C'4 CLR ol #5 BARS 016" O.C. • •• . . •:. • •., . .:. •• CLR #4 BARS : V4' 12" V4 • 016" O.C. 3,5" DETAIL :FOR SECTION A-A •. (UP TO 6'0" HIGH) • •. . •