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Home My WebLink About2791 LOKER AVE W; ; CB930809; Permiti B U ~ L ~ I N G ? E R M ~ _ F'erT.tit Ne): C~B93080~1 P n:·, j i':' ct. No : A 9 J O 11 fi 1 :)eve:.np:r;c::,nt :\/u: U ti/ j 6 / 'I J 14 : ;) 0 Page '.i. of 1 Jot> Addce::;::.:: :C'.731 LOKER AV WE:3'1' Permit Type: RETAI~ING WAL~ Parce . .i. No: 2 i9-0i:31-1. 15--no Valuation: :::J, C:)U Con::.:t::: uct.ion Type: NEW Occupancy Graup: Reference#: Description: R/R SLOPE FAIL~RE CR=E WAL~ Appl/Own:i: CRIBBING SPECIALIS~S OP ~.z. 4260 AS~ENGLOW C:RCLE YORBA LJ::...:IJA, Fee~; Required Fee::::: Adju~;tment:.;: Total Fee::,: Fee desc::·iptlon Bui ld:.ng Penni t Plan Check Strong Motion Fee * BUILDING TOTAL :3515 08/16/73 000.1 01. ·:)2 7 :'.. 4. S 7 ~i -J 2 6 '.:. C-PRMT 2Hi3,00 Ai -1:;: -~~. e(1: n c1 ./ 1 z/· :; :~ l~L,.)L"'/ Is~~:u.e: L~P3;'1 ~),/ 'J 'i t:r1.tE~:.·t~C] E,~y: ::.>c "** 185.CO ~;Bf3. 00 r.;>:t fee !)ata 285.or :l.SS.00 473.00 / ~l~~PPROVAL INSP. ~DATE __ , CLEARANCE _____ , CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 L--------~-- PLAN CHECK NO. City of Carlsbad Building Department 2075 Las Pal11111S Dr., Carlsbad, CA 92009 (619) 438-1161 F.sT.VAL JO/tH:J-u PLAN CK DEPOSIT / '1'4 VAIJD. BY b ~ DATE WJ.pJqz I. PfiltMI I IYPE A ~mmerc1al D New Budding D Tenant Improvement Repair B -D Industrial D New Building D Tenant Improvement C -D Residential D Apartment D Condo D Single Family Dwelling D Addition/ Alteration D Duplex D Demolition D Relocation D Mobile Home D Electrical D Plumbing D Mechanical D Pool D Spa D Retaining Wall D Solar D Other ____ _ 2. PRClJF.C'f INFORMATION Address 2791-93 Loker Ave West Building or Suue No. Nearest cross Street Palanar Airport Road & El Fuerte Drive, Carlsbad LEGAL DESCRIPTION Lot No. SuixhV1s1on Name/Number Omt No. CHECK BEWW IF S0BMII IED: D 2 Energy Cales XISI 2 Structural Cales H 2 Soils Report D 1 Addressed Envelope FOR OFFICE USE ONLY Phase No. ASSESSOR'S PARCEL EXISTING USE PROPOSED USE DESCRIPTION OF WORK Repair slope failure in existing cribwall. SQ. FT. # OF STORIES Slope failed during tQ~ Qa WiBtCW FaiBC, 3. WN IXCI PERSON (If dmerenf from apphcanf) NAME ADDRESS CI1Y STATE ZIP CODE DAY TELEPHONE 4. APPLICAN I NAME DcoNIRAcloR DAGENI FORWNIRAcloR DOWNER DAG£NI FOR OWNER ADDRESS CI1Y STATE ZIP CODE DAY TELEPHONE S. PkOPERIY OWNRk NAME Mr. Robert Crane ADDRESS 2201 Dupont Drive, Ste 850 CI1Y Irvine STATE CA ZIP CODE 92715 DAY TELEPHONE (714) 261-7007 6. wN'l'RACluk NAMICribbing Specualists of New :@aiJm:Id, Inc. 4260 Aspenglow Circle CI1Y Yorba Linda, CA STATE ZIP CODE 92686 DAY TELEPHONE (714) 579-3261 ~ STATE LIC. # 598084 LICENSE CIASS "A" CI1Y BUSINESS LIC. # eee attrc~ceipt DESIGNER NAME ADDRESS CI1Y STATE ZIP CODE DAY TELEPHONE STATE LIC. # 1. womams• cDMPRNSA:nuN Workers' Compensation Declaration: I hereby afhrm that I have a cert1hcate of consent to self-insure issued by the Director of lndustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY Golden Eagle POLICY N~WC-111458-O!x?IRATION DATE 2/1/94 ceruhcate of Exempnon: I certify that m the performance of the work for which this permit 1s issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE A. oWNRk-B0IIDER DECI.AitA11oN Owner-Builder Declarauon: I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section _______ Business and Professions Code for this reason: (Sec. 7031 .5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). SIGNATURE DATE COMPLETE mis SECBON FOR NON-RESIDENTIAL BUlillING PERMITS ONLY: 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 D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES D NO IF ANY OF nm ANSWERS ARE YFS, A FINAL CERTIFICATE OF CXDJPANCY MAY NCJf BE ISSUED AFTER JULY 1, 1989 ~ nm APPUCANT IJAC; Mfil' OR IS MEETING nm REQUIREMENTS OF nm OFFICE OF EMERGENCY SERVICFS AND nm AIR POLLUTION CDNlROL DISI'RICT. 9. CDNSikUCliON ffiNDING AGENCY I hereby afhrm that there 1s a construction lendmg agency for the performance of the work for which this permit 1s issued (Sec 3097(1) CIVIi Code). LENDER'S NAME LENDER'S ADDRESS to. Ai>PllcAN't ctm'IMCA'fiON I certify that I have read the apphcauon and state that the above mformatlon 1s correct. I agree to comply with ail City ordmances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I AISO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS nm cnY OF CARLSBAD AGAINST AIL LIAB11J11ES, JUDGMENTS, CDSTS AND EXPENSES WIIlCH MAY IN ANY WAY ACDUJE AGAINST SAID cnY IN CDNSEQUENCE OF nm GRANTING OF TIIlS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not c mmenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any tim after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). APPLICANrs sIGNATURE CRIBBING S?ECT srs O ZEALAND, INC. DATE: 8/10/93 By: UNSCHEDULED INSPECTION DATE )(%j/13 PERMIT t ______ _ PLANCX # ______ _ JOB AOORESS. _____ 27lllil:.-'~9;..:/:....._'7~3~Lq~,.sk,.'.'<z~-/L_.,,~:::;_----------- TIME ARRIVE: _____ TIME LEAVE: ------ co LVL DESCRIPTION ACT COMMENTS - ,,,,,?:?N/Zk ,L?v/Zof.> p-~ C~/~p?tt,,J1.&? /_!;J,,ov1¥Jf;v....J ,J...,IJL,L /y(__ ;7-,/,KJ)V!:/ L / dt: ,,If:?,;:} I /L, -:;re:, t$ • _zV/7?;111L. Re;c:?"11£... t,,J/1.,,,(__,, ~ S-//11.J~~.4 U ~ 1//..S-C. 7'""b S--:r--4t7L-.'.,.:VZ, .,6',,,.;;v/c., /2:' /3/'e:, fn,J. C),,,e'c;;:. Cor.Yr/Z.A-c::rovt_~ 0 U & 0 ~ {J Uf/ ~ ~~ ~L.J ) CO.A,./// E/.-/l-, ,I .;f!5'e_/7 ..S-ov&::"HT b-JH6 ~;..__) ~ ~ C5 L. t::) ,L:J-e f" /,? ~ ,,,.,; A-1.0 / /V C.,o ~;?Jo/<? ATc C,J n-./J ,11..£v....J _,,,e;-on_ t,,.J~-vL-~e~,l'J J/l--:-• PDIIITS 6/15/89 ·-..i:-"" . - I UNSCHEDULED INSPECTION DATE /-/f-7'31 PERMIT # 9~ -~/P . JOB ADDRESS ,:;,7q/ /4 79 .:S INSPECTOR. ___ ~...,:y_-.:..;IJ/Z-"7;.._..;.._~--- PLANCK. # _____ _ TIME LEAVE: ____ _ TIME ARRIVE: ____ _ l LVL DESCRIPTION ACT COMMENTS I I;._ -Ca-,i cJ~/ /U/A-1/2.. Wtl/ ~u~ AJ bvtf6 ~-So,/s "1/~,/-/ £A-/ o/2~ ~ ~kfi--/~ ~ er- .. ·--=-. -~~+JA:J~ 4AH /P?~, %1/. -~ CJl"Z? ~ · cPV'i"-~,z.-Jivf.r~ .,1 ~ ~ ~ ~ ol,o ~1,iL--J P!RMITS / ILJe, l,._, / A.,c,,.,J ~ ~. , L. / 6/15/89 /. 7~' .. DATE PRINTED 08/10/93 S T A B I L I T Y C A L C U L A T I O N S A N D II A L L D E S I G N S =-------=--==-===================-=·-***CRIBWAU. REPAIR*** Prepared by JOB NUNBER: 110ftE:J03040A NALLS: "A" CRIBBING SPECIALISTS Of NEW ZEALAND, INC. using the NU-LOK CONCRETE CRIBUALL RETAINING SYSTEft DESIGN 92CSSBSC' FIVE FOOT SERIES THIS DESIGN PREPARED SPECIFICALLY FOR: OWNER'S CONSULTANTS: OWNER: G£HERAl CONT'R: PROJECT HANE: KRAUS COHSTRUCTION, INC. CIVIL ENGINEERING FIRN: REGISTERED CIVIL ENGINEER: PROJECT ADDRESS: El FUERTE BUS PARK IIALL FAILURE 2791 LOKER AVE WEST, CARLSBAD, CA ONE SOILS ENGINEERING FIRN: REGISTERED GEOTECH ENGINEER: NUNBER CRIBIIALLS: SOILS REPORTS USED: SOILS DATA FROlt GEOTECHNICAL ENGINEER BACKFILL -IIEIGHT INCLUDING CRIBBING (PCF) BACKFILL -INTERNAL ANGLE OF FRICTION COEFFICIENT OF FRICTION COHESION AT BASE, C' (PSF> BACKWALL SUBDRAIN REQUIRED? ACTIVE FORCES EOUIIJALENT FLUID PRESSURE <PCF) SURCHARGE -BACKSLOPE <DEGREES) = 120.00 30.00 0.40 = 170.00 YES = = = = = SURCHARGE -OTHER (EQUIV FT Of FILL ADDED> = 43.00 26.57 o.oo PASSIVE FORCES AT TOE Of WALL EMBED RESISTANCE (PCF) DEPTH OF PASSIVE NOT Al.LOWED (FT> NAXINIJN BERRIHG PRESSUl;'E ROCK (PSF) BEDROCK <PSF> CONPACTED FILL (PSF) = = = = = o.oo 0.00 3,000 NALL DATA FROft CIVIL ENGINEER PAGE 1 Of 5 WAYI£ STUTZMH ENG'G WAYNE STUTZMN, RCE 133598 HETHERINGTON ENG' G, INC. NARK HETHERINGTON, R6E 1397, RC I 1006.1 6/29/93 REQUIRED SAFETY FACTOR PER CODE AUTHORITY: OVERTURNING = 2.00; SLIDING = 1.50. WALL HANE "A" NAXINUN VERTICAL HEIGHT PER CIVIL PLANS INCL'G EltBED <FT> = 18.00 NIHiffl.ltt ENBED <FT> = 1.50 LENGTH <FT> = 95.00 WALL BATTER (SLOPE> (h:v> = 1:4 IIALL BATTER <DEGREES) = 14.04 BACKSLOPE <SLOPE> (h:v) = 2:1 BACKSLOPE SETBACK <FT> = 2.00 TOESLOPE fF Rt. (SLOPE) (h:v> = lEVEl NIHifflJN DISTANCE FROlt TOE TO FACE Of SLOPE <FT> = H/A TOP INTERCEPT DITCH REQUIRED? = YES • •DATE PRI~TED 08/10/93 PAGE 2 Of 5 . STABILITY CALCULATIONS AND WALL DESIGNS 108 NUN8ER: 11011E:303040A IIALLS: "A" ================-¾...-==--====--==== Prepared by CRIBBING SPECIALISTS Of NEU ZEALAND, INC. using the NU-LOK CONCRETE CRIBIIALL RETAINING SYSTEN DESIGN BSSBSC' FIVE FOOT SERIES THIS DESIGN PREPMED SPECIFICALLY FOR: OWNER'S ctllSIA.TANTS: OWNER: 0 CIVIL ENGINEERING fIRtl: IIAYNE STUTZIIAN ENG'G GENERAL COHT'R: KRAUS CONSTRUCTION, INC. REGISTERED CIVIL EH&INEER: WAYNE STUTDIAH, RCE 133598 HETHERIN6TON ENG'G, IHC. PROJECT JIAIIE: EL FUERTE BUS PARK IIAll. FAILURE SOILS EN&ItEERING FlRtl: PROJECT ADDRESS: 2791 LOKER AUE IEST, CARLSBAD, CA REGISTERED &EOTECH ENGINEER: 1tARK HETHERINGTON, R6E 1397, RC I 1006.1 6/29/93 NUNBER CRIBWAI.LS: ONE NUNBER DESCRIPTION 1 SAFETY FACTOR SLIDING 2 Ph SLIDING RESISTANCE 3 Ph SLIDING DRIVING FORCE 4 SAFETY FACTOR OVERTURNING 5 OVERTURNING RIGHTING tlONEHT 6 OVERTURNING NOPIENT 7 ECCENTRICITY 8 TOE PRESSURE 9 HEEL PRESSURE 10 Pv WEIGHTS (Vertical Forces) 11 Ph (Active) 12 Pv <Active> 13 Phs SURCHARGE (Active) 14 fORIIULA ENDED DEPTH 15 Php <Passive> 16 RESULTANT FT FROtl TOE 17 VARIOUS NONEHT AR"5 SOILS REPORTS USED: FORNULAS USED FOR IIALL DESIGNS EOUATIOH PER LINEAL FOOT SLIDING RESISTANCE/ SLIDING DRIVING FORCE <SUN PYX COEFFICIENT Of FRICTION X COS BATTER>+ <SUN Pv X SIN BATTER> + PASSIVE Ph X fORNULA ENBED DEPTH•2/2 + COHESION X BASE WIDTH SUN Ph OVERTURNING RIGHTING NOftENT / OVERTURNING l'IOtlENT SUN Pv NONENTS SUN Ph NOPIEHTS (Cos BATTER X BASE WIDTH/ 2) -(SUN PIONEHTS Pv / SUN Pv> {SUN Pv / (Cos BATTER X BASE WIDTH)} X {1 + (6 X ECCENTRICITY/ Cos BATTER X BASE WIDTH)} {SUN Pv / <Cos BATTER X BASE WIDTH)} X {1 -(6 X ECCENTRICITY/ Cos BATTER X BASE IIIDTH)} VARIOUS AREAS X WEIGHT Of BACKFILL EFPh X ACTIVE PRESSURE HEIGHT•212 {Ph (ACTIVE PRESSURES» X Sin(2/J INTERNAL FRICTION ANGLE> EFPh X EQUIVALENT HEIGHT OF SOIL X ACTIVE PRESSURE HEIGHT NINI!lllt EN8ED AT TOE+ <BASE X Sin BATTER> fORNULA ENBE»•212 X PASSIVE RESISTANCE <RIGHTING NONENT -OVERTURNING tfOtlEHU / SUN PY TOE Of WALL IS FULCRUN REFERENCE POINT Stateaent of Stability Desi1n Theory: This cribwall stability calculation theory is based upon the equivalent fluid pressure theory presented by Karl Terzaghi and Ralph B. Peck, •Soil Nechanics in Engineeri111 Practice", John Wiley and Sons, 1'48, and as aodified by Ralph B. Peck, Walter E. Hanson and Th0tas H. Thornbum, •foundation Engineering", John lliley and Sons, 1953, and upon the classic theories of Coulo1b. ., .'DATE PRINTED 03/10/93 PAGE J OF 5 STABILITY CALCULATIONS AHD WALL DESIGNS JOB NUIIBER: ltONE:3030400 UAI.LS: THIS DESIGN PREPARED SPECIFICALLY FOR: OWNER: O ============================= Prepared by CRIBBING SPECIALISTS OF NEIi ZEALAND, INC. usin1 the NU-LOI( CONCRETE CRIBIMLL RETAINING SYSTE" DESIGN 92CSSBSC' fl\lE FOOT SERIES OWNER'S CONSULTANTS: CIVIL ENGINEERING FIRlt: GENERAL COHT'R: KRAUS CONSTRUCTION, INC. REGISTERED CIVIL ENGINEER: PROJECT MME: El FUERTE BUS PARK IIALL FAILURE SOILS ENGIHEERIM& FIRlt: PROJECT ADDRESS: 2791 LOKER AVE UEST, CARLSBAD, CA REGISTERED GEOTECH ENGINEER: NUNBER CRIBWALLS: OHE SOILS REPORTS USED: I I SUNNARY I I STABILITY SlllltARIES AND BEARING PRESSURES AT MXINUN WALL HEIGHT WAYNE STUTZNAH ENG'G WAYNE STUTZltAH, RCE 1335'JI 1£THERIHGTON ENG'S, INC. flARK HETHERINGTON, R6E 13'7, RC I 100f..1 6/29/93 SLIDING SAFETY FACTOR = SUN SLIDING RESISTANCE FORCES/ SUN SLIDING FORCES = 17,269.3 / 10,056.6 = 1. 1 =» 1.s 2.8 =» 2.0 (fro• Pa1e 5) OIJERTURKIHG SAFETY FACTOR = SUN OIJERTURHIKG RIGHTING IUIEKTS / SUN OIJERTURNIHG l'KlltEKTS =139,839.9 / 50,835.0 = (fro• Page 5) ITOI H I J K FORltULA NUNBER AND MANE SINGLE DOUBLE CRIB CRIB MX VERTICAL WALL HEIGHT {FT) = 12.93 17.78 WALL BATTER (h:v) = 1:4 1:4 lt7 ECCENTRICITY <FT> = (0.36) 0.11 18 TOE PRESSURE <PSf> = 1,100 2,531 119 HEEL PRESSURE (PSf) = 2,865 2,192 AVERAGE BEARING PRESSURES AT BASE = 1,983 2,362 «= 31000 PSF BASE WIDTH -BEARING 5.00 9.25 PRESSURES AND FORCES DIAGRAN FOR A TYPICAL CRIBIIALL SECTION -------------- SEE ATTACHED FREE BODY FORCE DIAGRANS Al.LOIIABLE BEARING PRESSURE ' •DATE PRINTED 03/10/93 STABILITY CALCULATIONS AND UALL DESIGNS ----------:::"""T::r.:::::: IIICRIBWALL REPAIRIH Prepared by JOB NUNBER: 110flE:303040A CRIBBING SPECIALISTS Of NEIi ZEALAND, INC. using the UALLS: "A" MU-LOK CONCRETE CRIBUALL RETAINING SYSTDI DESIGN CJ2CSSBSC' FIVE FOOT SERIES THIS DESIGN PREPARED SPECIFICALLY FOR: OIIMER'S CONStl.TANTS: OUNER: 0 CIIJIL ENGINEERING FIRII: GENERAL CONT'R: KRAUS CONSTRUCTION, INC. REGISTERED CIIJIL ENGINEER: PROJECT NAIi£: EL FUERTE BUS PARK IIALL FAILURE SOILS ENGINEERING FIRII: PROJECT ADDRESS: 2791 LOKER AVE WEST, CARLSBAD, CA REGISTERED GEOTECH ENGINEER: NllltBER CRIBUALLS: ONE SOILS REPORTS USED: HU-LOK CRIBBING UALL STABILITY AND DESIGN CALCULATIONS IIALL CONFIGURATION: SINGLE DOUBLE CRIB CRIB SOILS DATA FROlt PAGE 1: BACKFILL IIEIGHT INCLUDING CRIBBING <PCF> = 12&.00 120.00 INTERNAL ANGLE OF FRICTION = 30.00 30.00 COEFFICIENT OF FRICTION = 0.40 0.40 COHESION AT BASE (PSF> = 170.00 170ac00 EOOIIJALEHT FLUID PRESSURE (PCF) = 43.00 43.00 SURCHARGE OTHER <EOUIIJ FT> = o.oo 0.00 ENBED PASSIIJE RESISTANCE (PCf) = 0.00 o.oo DEPTH OF ENBED PASSIVE NOT ALLOYED ~FT> = 0.00 0.00 WALL DATA FROlt PAGE 1 AHD IIALL DESIGN HEIGHTS: BATTER HEIGHT <Hb) AT SLOPE FACE {MX FT) = 13.33 18.33 IJERTICAL HEIGHT <IM AT FACE (tlAX FT> = 12.93 17.78 MINIIIIJlt ENBED INCLUDED IN HEIGHTS ABOI/E (FT) = 1.50 1.50 WALL BATTER (DEGREES) BATTER= 1:4 = 14.04 14.04 BACKSLOPE <DEGREES> SLOPE = 2:1 = 26.57 26.57 BACKSLOPE SETBACK (FT> = 2.00 2.00 WIDTH OF WALL BASE (FT) = 4.63 8.83 STABILITY SllftNARIES FROlt PAGE 5: SLIDING SAFETY FACTOR = 1.60 1.72 01/ERTURNING SAFETY FACTOR = 2.25 2.75 TOE PRESSURE <PSF> = 1,100 2,531 HEEL PRESSURE (PSF> = 2,865 2,192 RESULTANT FRON TOE <FT> = 2.6 4.2 LOCATION UITHIN CENTER 1/3 BETIIEEN = 1.5 3.0 AND = 3.1 5.9 ECCENTRICITY <FT> = (0.36) 0.11 NUMBER OF COURSES = 16 6 FORMULA FORCES <POUNDS/LINEAL FOOT> ACTIIJE PRESSURE HEIGHT AT BACK OF WALL <FT> = 15.30 21.63 110 IJERTICAL FORCES 11-1 PY WALLBLOCK = 7,406.1 16,946.0 110 11-2 Pv IIEDGE ABOIJE WALL = 302.7 464.0 110 11-3 Pv BACKSLOPE IIEDGE = 186.3 343.0 1111 ACTIVE PRESSURES F-4 Ph IIALLBLOCK = 5,033.7 10,056.6 112 F-5 Pv UALLBLOCK = 1,721.6 3,439.6 113 F-f. Phs SURCHMGE OTHER = o.o o.o 112 F-7 Pvs SURCHARGE OTHER = o.o o.o 115 F-1 Php ENBED PASSIIJE = o.o o.o SUit IJERTICAL FORCES AND PRESSURES <POUNDS) = 9,616.4 21,192.6 SUit HORIZONTAL FORCES AND PRESSURES <POUNDS>= 5,033.7 10,056.6 PAGE 4 Of S IIAYNE STUTZltAN ENG'G IIAYHE STUTZNAN, RCE 133511 HETHERINGTON EN6'6, INC. NARK HETHERINGTON, RGE 13'7, RC I 1006.1 6/29/93 ' . • DATE PRINTED 08/10/93 STABILITY CALCULATIONS AND WALL DESIGNS ---------:L-~--------=---- Prepared by JOB NIJIIBER: 1110ltE:303040A CRIBBING SPECIALISTS OF HEIi ZEALAND, INC. using the WALLS: Ill-LOK CONCRETE CRIBWALL RETAINING SYSTE" DESIGN 92CSS8SC' FIVE FOOT SERIES THIS DESIGN PREPARED SPECIFICALLY FOR: OUHER'S CONSll.TAHTS: OWNER: O CIVIL ENGINEERING FIRN: GENERAL CONT'R: KRAUS CONSTRUCTION, INC. REGISTERED CIVIL ENGINEER: PROJECT HANE: EL FUERTE BUS PARK WALL FAILURE SOILS ENGINEERING FIRN: PROJECT ADDRESS: 2791 LOKER AVE WEST, CARLSBAD, CA REGISTERED GEOTECH ENGINEER: Hlllt8ER CRIBWALLS: ONE SOILS REPORTS USED: NIH.SK CRIBBING WALL STABILITY AND DESIGN CALCULATIONS <CONTINUED> SINGLE DOUBLE FORfflJI.A CRIB CRIB l'KlltENT ARNS <FEET> 117 V-1 Pv IIAI.LBLOCK = 3.9 5.9 117 11-2 Pv UEDGE ABOVE WALL = f,.2 8.0 117 11-3 Pv BACKSLOPE WEDGE = 6.9 8.7 117 f-4 Ph IIAI.LBLOCK = 4.0 5.1 117 F-S Pv UALLBLOCK = 1.1 9.8 117 F-f, Phs SURCHARGE OTHER = o.o o.o 117 F-7 Pvs SURCHARGE OTHER = o.o o.o SLID ING <POUNDS PER LIHEAL FOOT> : 115 FORNULA ENDED DEPTH = 2.62 3.65 12 Ph SLIDING RESISTANCE = 8049.f, 172£9.3 13 Ph SLIDING DRIIJIHG FORCE = 5033.7 10056.6 11 SAFETY FACTOR SLIDING = 1.60 1.12 OVERTURNING NOIIEHTS <FT POUNDS/LINEAL FOOT>: 15 OVERTURNING RIGHTING ltOl1EHT 11-1 Pv VALLBLOCK VERTICAL FORCE = 28608.2 99355.4 11-2 Pv WEDGE ABOVE IIALL = 1885.4 3697.3 11-3 Pv BACKSLOPE WEDGE = 1284.5 2984.2 F-5 Pv IIALLBLOCK ACTIVE = 13300.4 33803.0 F-7 PVS SURCHARGE OTHER = o.o o.o SUtl RIGHTING OEHTS = 45078.S 139839.9 16 OVERTURNING DENT F-4 Ph WALLBLOCK = 20019.7 50835.0 F-6 Phs SURCHARGE OTHER = o.o o.o SUtl O\IERTURNIHG "otlEHTS = 20019.7 50835.0 14 SAFETY FACTOR OVERTURNING = 2.3 2.8 BEARING: RESULTANT FROM TOE <FT> = 2.6 4.2 LOCATION WITHIN CENTER 1/3 BETWEEN = 1.5 3.0 AND = 3.1 5.9 17 ECCEKTRICITY <FT> = (0.36) 0.11 18 TOE PRESSURE <PSF> = 1100.0 2531.5 19 HEEL PRESSURE <PSF> = 2865.2 wn.a PAGE 5 OF S VAYHE STUTZtlAH ENG'G IIAYHE STUTZtlAH, RCE 133598 HETHERINGTON ENG' G, INC. tulRK HETHERINGTON, RGE 1397, RC I 1006.1 6/29/93 ,. ! I f I ' ! i [ i I ! i I l I 'I • . , f•s~a; ~ --~'---:..-_--------;t-;-----, Phi f-1 . • It • • . : . -\7 ·s ., >-ID z ~ a ~ <( a:: l!) <( 0 >-a 0 CD w w a:: lJ... :-,/) .._,_ V ..._ 0 ----«} •• l&J. I-c( .0 0 Z, -· ti. z, :r C .,. N. I· I.~;: •: -· .. C· -0 ... & • C, .z ii •• i: 0 .. ---,.--.......--...,,, -«,p •, ~ ....... .., ........... /F~-.:::V .. _-<fl<.-,I • ,.,_, • • -.,.--"-l'"'••'' . . . ' 'l ~ • • e.Me.t.o ""'-L t,l.OCl<i._ ,. .. . . . ··7_ e. P. P, -~e, T1V E. P~~Wte !:S .-FOR C E D I AG R A M S , ,o H .... . .• · EQ. FT. ~Ul2C.HA2G !. NI.ti FREE BODY DIAGRAM OWN av: wS CRIBBING SPECIALISTS OF NEW ZEALAND, INC. . . .. . . . . . . ... ·• ···-··· ... ,. DATE: 3l1ofq3 ' ·" , I • NU-LOI:: CRIBBING Precast Concrete Cribwall Retaining Systeaa NU-LOK CRIBBING ~ I I a J I I I I J I Q P I I J Q I " 6 c I E I u ' 6 c % u I J " 6 " p 0 I s % I u c % J 0 I c J ' J c 6 % J 0 CRIBBING SPECIALISTS OF NEW ZEALAND, INC. a I " I 4260 Aspenglow Circle Yorba Linda, CA 92686-2210 (714) 579-3261 FAX <714> 528-7635 November, 1992 ·, NU-LOI< CRIBBING ENGINEERING DESIGN, MANUFACTURING AND CONSTRUCTION SPECIFICATIONS Section 1. Section 2. Section 3. Section 4. Section S. Section 6. Section 7. Section 8. Section 9. Section 10. Section 11. Section 12. Section 13. Section 14. Section 15. Section 16. Section 17. TABLE OF CONTENTS Scope Design of Wall System Design of Cribbing Units Materials Manufacture of Cribbing Units Curing Transportation, Palletizing and Shipping Harking Testing and Inspection Acceptance of Units on Site Wall Layout Base of Wall Cribwall Construction Backfilling Cribwall Drainage Tolerances for Finished Walls Related Improvements and Wall Protection SECTION 1. NU-LOK CRIBBING ENGINEERING DESIGN, HANUFAC~URING AND CONSTRUCTION SPECIFICATIONS SCOPE This specification sets out the standards, procedures and methods to be used in properly designing walls and product, supplying cribbing product, installing cribbing walls and requirements for related construction units necessary to insure proper drainage and long-term care of the the completed work. SECTION 2. DESIGN OF WALL SYSTEM The face of the wall shall consist of a grid of concrete members, with face inclined at a batter angle as determined by the cribwall engineer generally between the limits of·l:4 and 1:6 <horizontal: vertical>. Horizontal members installed parallel to the face are called stretchers. These form continuous horizontal lines at the face of the cribwall and shall be spaced no more than 10 inches apart vertically. Horizontal members called headers are placed perpendicular to the face at regular intervals to form the vertical lines in the face. The headers are installed alternately with a spacer member called false headers which are used to support and align the stretchers at the midpoints between headers. To complete the rectangular shaped •cribs•, horizontal members called closers are placed at the rear of the headers. The closers are shorter in length than the stretchers permitting the wall to be laid out in curves and angles. The cribs shall be filled with either free-draining rock or with well-compacted soil as specified in Section 14, Backfilling, of these specifications. The system allows for the addition of one or more grids inter- locked behind the system described above. These multiple-depth cribs are inter-connected with headers which allows for wall bases of various widths thus permitting the walls to be designed to greater heights than permitted by a single-depth cribwall. The full depth of a Series S single •crib• wall shall be S.O' measured from face to rear of the wall. Double cribs shall be 8.88' and triple cribs shall be 13.13' nominal measurement. Generally accepted engineering principles, required safety factors, maximum soil-bearing pressures at the wall base and the accep~ed structural performances of individual NU-LOK cribbing product units shall be recognized in producing the wall design. Using a proprietary computer program, the NU-LOK Cribbing wall design shall be generated for each project on an individual basis using soils and civil engineering data provided by the Owner. Page 2 These designs are to be signed and stamped by a properly certified registered engineer. The designs are then to be used as the basis for preparing the construction drawings required for wall permits and for direction and inspection of the work being performed by construction field crews. SECTION 3. DESIGN OF CRIBBING UNITS The NU-LOK product units shall be structurally analyzed for bending, shear, tension, compression and rotation under loadings which are in excess of normal design loads. Based upon these studies, cribbing units shall be designed so as to insure the structural integrity of each individual member as well as the structural integrity of the total cribwall system as specified for each specific project. The cribbing units shall also be designed to withstand the compaction and handling forces during the construction process without suffering damage. Reinforcment in headers, stretchers and closers is to be minimum 14 grade 60 reinforcing steel, and is to be placed within the product unit so as to meet the structural requirements of the unit as well as the minimum concrete cover as required in Section S, Manufacture of Cribbing Units, of these specifications. The connections between headers and stretchers shall be designed so as to achieve a connecting resistance equal to or greater than the direct shear forces acting horizontally at the face stretchers. This connecting resistance is generated by frictional resistance between the headers and stretchers. Each header- stretcher and header-closer connection shall provide a minimum bearing area of 18 square inches for the standard stretcher and closer connections, and 24 square inches for the alternate stretcher connections. SECTION 4. MATERIALS Cement. Cement shall conform to the requirements of ASTM C-150 and shall be stored and handled so as to protect it from deterioration and contamination at all times. Cement shall be Type II unless specified otherwise. Aggregates. Fine and course aggregates shall comply with the requirements of ASTM C-33. Maximum aggregate size shall be 3/8 inch unless specified otherwise. Water. Water shall be free from any substances deleterious to concrete or reinforcement. -· Page 3 Admixtures. Air-entraining admixtures, if used, shall comply with ASTM C-260. Other admixtures, if used, such as water-reducing admixtures, etc. shall comply with ASTM C-494. Admixtures shall be used only as specified in approved design mixes prepared by a qualified engineer. Reinforcement. Reinforcing steel shall conform to one of the following standards, as appropriate: ASTM A-61S, A-617 or A-696. Yield strength shall be 60,000 minimum <Grade 60). Reinforcement steel shall be free from damage and contaminants, such aa loose mill scale, dust, loose rust and deliterious coatings such as paint and oil at the time steel is placed into the concrete. Where units are to be used in maritime conditions or in direct contact with seawater, reinforcing steel shall be protected from corrosion by hot-dip galvanizing in accordance with ASTM A-123. Alternatives to galvanizing, such as epoxy coatings, are also approved for use by the manufacturer and as directed by the Owner. Design Mix. Design mixes shall be prepared and signed by a qualified engineer. Design mixes shall specify quantities of cement, aggregates, water and admixtures by weight necessary to obtain required minimum compressive strength and durability. Mix designs shall be specific as to the source of aggregates. Quality of Concrete. Concrete for use in the no slump process shall yield an end product with a minimum compressive strength of 4,000 psi at 28 days. Higher strengths may be specified by the manufacturer as required for individual jobs. Manufacturing of no slump concrete shall conform to ACI 211.3-7S. No slump concrete shall be vibrated and compressed during manufacture such that the density is equal to minimum 97X of the density of a standard specimen meeting the requirements of ASTM C-192. SECTION 5. MANUFACTURE OF CRIBBING UNITS Tolerances. Design dimensions of each unit are available from the manufacturer. Manufactured units shall not exceed the tolerance of+/-1/8 inch for length nor+/-1/8 inch for width from design dimensions. Each face of the units forming connections by bearing against another unit shall be parallel to within+/-1/32 inch across the face of the bearing surface. Formed Surfaces. During manufacture, the units shall be stripped out of the molds so as to avoid any damage to the surfaces of the units. The surfaces shall be uniform in appearance and free from honeycombed areas. Page 4 Reinforcing Steel. SECTION 6. Placement. Reinforcement shall be placed to within+/-1/4 inch from design positions so as to maintain minimum concrete cover specified. Concrete Cover. Minimum cover for reinforcing steel shall be 1 1/4 inch of concrete per UBC 2607<h>2.A. CURING Units may be cured by the use of low pressure steam curing, water curing, retained moisture curing or a combination of methods. These methods are to be applied until approximately 651 of final required compressive strength has been reached. Steam curing in curing bays is to begin within a reasonable time after casting to prevent drying of or damage to the freshly cast units. Units shall be protected from excessive drying until placed into the curing bays. Steam curing shall begin by slowly bringing the temperature up from ambient temperatures to curing temperatures during the pre-heat cycle. Curing temperatures shall not exceed 160 degrees farenheit. Steady temperatures shall be maintained for a minimum of six <6> hours after which the temperature is reduced to ambient under controlled conditions. The units are then removed and stored until palletized. Water curing shall require that the units be kept damp continu- ously for a minimum of seven <7> days. Water shall not be applied directly until the concrete has taken its initial set. During this initial setting, units shall be protected from excessive drying until the water curing begins. Retained Moisture Curing shall require that freshly cast units are totally enclosed with a vapor tight wrapping shortly after casting and shall remain enclosed for a minimum of seven <7> days. SECTION 7. PALLETIZING, STORING AND SHIPPING Units shall be palletized and banded so as to minimize the danger of damage to the units during storage and/or shipping. Each pallet shall be made up of the same type of units and shall contain a specified number of units per pallet. SECTION 8. HARKING. Each pallet of product shall be marked with the date of manufac- ture for its •1ot•. Markings shall be permanently attached and of such durability as to withstand a minimum of 12 months exposure to sun and weather. Page 5 SECTION 9. TESTING AND INSPECTION Acceptability of the cribbing units will be determined on the basis of compressive strength tests and visual inspection. The units shall be considered acceptable, regardless of curing age, when compressive tests indicate strength will conform to 28 day specifications. Units shall be considered acceptable for placement into the wall when 7 day strengths exceed 65 percent of the 28 day requirements. The manufacturer shall be responsible for taking the test samples outlined below, obtaining required laboratory test reports of the compression breaks, keeping records of the test results and providing •Manufacturer's Certification• letters regarding product shipments. Units being manufactured will be identified on a •1ot by lot• basis. Each lot will consist of the units manufactured during a 7 calendar day production period. Testing for each lot will be by 6•x 12• test cylinders and 2• diameter x 4• core samples cut from production units. Compression tests shall be on 6•x 12• test cylinders prepared and cured in accordance with ASTM C-192 and UBC 26-1006, and tested to conform with ASTM C-39 and in addition ASTM C-42 for 2•x 4• core samples. Cylinders and core samples shall be taken for the lot period in accordance with Table One and the cylinders cured for 7 days in the same manner as the lot. On the 7th day, two cylinders shall be selected at random and two core samples cut from the lot for testing. The remaining samples shall be cured to day 28 at the lab at which time four final specimens <two cylinders and two core samples> shall be selected at random and tested. The test results for the lot shall be considered to be the average compressive strength of the tests taken. In the event the 7 day tests meet the required compressive strengths, no further testing is required for that lot. Cylinders and core samples may be tested prior to the 7 and 28 day period. Total Day's production 1 -20 CY 20 -40 CY Table One Cylinder Samples 2 3 Core Samples same as cylin- ders for lot Note: No less than 4 cylinders shall be taken for each lot. Acceptance of the lot is achieved if the average for all tests for the lot are equal to or greater than the required compressive strength and if no test falls below 931 of the required strength. Should the test results fail to meet the required average Page 6 criteria, two additional cylinder and core samples shall be randomly selected for testing after the full 28 days have lapsed. These four test results are then included in the lot average with the same standards applied. As test data for the new plant reaches a total of 50 cylinder tests, required cylinder tests shall be reduced by SOS. After 100 total cylinder tests have been completed, only one cylinder test per lot will be required and thereafter, acceptablilty of the lots will depend primarily upon the finished product compression tests. Rejection. The lot shall be subject to rejection because of failure to meet the standards specified above. In addition, individual units shall be subject to rejection for the following reasons: SECTION 10. 1. Defects resulting from imperfect casting. 2. Defects resulting from honeycombing or open texture concrete. ACCEPTANCE OF UNITS ON SITE All units shall be subject to final acceptance at the site. They shall be delivered and unloaded without damage. Any damaged units shall be removed from the site and not used for wall construction. It shall be required that units be erected into the wall in an undamaged condition. The Owner may desire to conduct tests from time to time on individual units taken from the product units on site. The cost of acceptable tests plus the cost of the cribbing precast units used for these tests shall be billed to and paid for by the Owner. Units which do not meet the requirements of these specifications will be subject to rejection and removal from the site. SECTION 11. WALL LAYOUT The Owner shall provide a secure benchmark close to the wall site giving project datum elevation. The Owner shall also provide offset staking giving beginning of wall and end of wall, bottom and top of wall elevations and finish grade at regular intervals along the length of the walls. The walls shall be constructed to conform to this horizontal and vertical survey control. SECTION 12. BASE OF WALL Certified Base. The Owner shall provide a sound base for the construction of the wall. This base shall be designed by the Owner's Soils Engineer and shall be certified as being accept- able by the Owner's Soils Engineer for the placement of the wall before wall construction begins. Page 7 Cribwall Base. Final preparation for the placement of the wall shall be performed by the cribwall contractor. The base shall be battered from front to rear to match the design batter of the wall face. Sand or crushed rock shading of 2• maximum may be used, if required, to bring excavation to final grades. The cutting of required steps in the wall footing shall be performed by the wall contractor in such a way as to provide for the required minimum embedment at the toe of the wall and for the horizontal place- ment of the cribbing base units. The embedment depth at the front toe of the wall shall be a minimum of one foot below finish grade or as shown on the contract drawings. Required inspections of the base shall be called for and approval received prior to the place- ment of cribwall units. SECTION 13. CRIBWALL CONSTRUCTION The first course of units, or base course, shall be closure units unless otherwise specified. Care shall be taken in the placement to insure firm bedding against base materials. Cribbing shall be placed in horizontal lifts or courses. No more than four courses shall be placed before backfilling begins. Cribbing units shall be placed in a uniform pattern as shown in the construction drawings, placing closers at the rear for the full height of the wall, except at the rear of the top or final course. No false headers shall be used in the top course, but only full headers shall be used for topping out the walls. Likewise, no false headers shall be used at the beginning or at the end of walls, but only full headers shall be placed in these locations. Cribbing units shall be handled during placement to prevent cracking or chipping and so as to prevent damage to the seating areas. Shims. The occasional use of shims may be required to maintain proper horizontal and vertical alignment during construction. Pads cut from asphalt or fiberglass shingles or other non- biodegradable material exhibiting a coeficient of friction equal to or greater than the concrete to concrete connection may be used. Shims shall cover the entire bearing surfaces at connections. Corners. Where trimming of units is required to construct a corner, trimming shall be performed in a workmanlike manner so as to construct a neatly formed corner. Reinforcing steel exposed by this trimming shall be protected from corrosion by sealing the exposed ends with an asphaltic, bituminous or epoxy coating. Page 8 Curved Walls. Normal curves require no special treatment of the units. However, in the case of short radius, the connections may require field modifications to enlarge the header seating areas due to seating angles in excess of normal. For this and other reasons, it is recommended that radius Qf less than 7S feet be avoided, and that corners be used instead. Repairs. Cribbing units may be repaired, if necessary, because of damage after installation, accidental injury during construction, or other good reasons. Such repairs shall be acceptable if they are properly performed, and the repaired units meet the require- ments of the specifications. SECTION 14. BACKFILLING Material. It is the intent of this specification that compacted backfill material placed within the crib cells meet certain soil characteristics enabling the total wall structure to perform as required and further, to effectively resist wind and rain erosion at the face. Expansive indexes shall be within acceptable values, not to exceed 90 per UBC 29-C. The backfill must permit compaction to the required density with standard compactive equipment and effort. Backfill material shall be specifically approved for use by the Owner's Soila Engineer. Backfill materials shall be either of well-graded crushed rock of three inch maximum diameter, or of soil, free from organic or deleterious material, meeting the following gradation limits as determined by AASHTO T-27: Sieve Size 3 inches No. 200 Percent Passing 100 10-15 If 15 percent or more of the soil passes the 1200 screen, the backfill shall meet these additional requirements: 1) Material finer than 15 microns C0.01S mm>, AASHTO T-88, shall not exceed 15 percent. 2> Material when compacted to 85 percent or higher, AASHTO T-99, at optimum moisture content shall exhibit an internal angle of friction of not less than 20 degrees as determined by a standard direct shear test, AASHTO T-236. 3) Cohesion as determined by standard direct shear or triaxial shear tests shall fall within the range of SO to 150 psf. Page 9 Placing and Compacting. No more than 12 inches loose depth of backfill soils shall be placed before beginning compaction. Each 12 inch layer of soil shall be thoroughly compacted within and behind the wall, as specified, using hand-operated compaction equipment. Backfill rock, three inches maximum diameter, may be placed by crefully dumping into place. Rock larger than three inches, if specifically permitted, requires special handling to prevent damage to units during placement. Care must be taken to prevent movement of units during placing of soil or rock. Alignment of face units and specified batter shall be maintained during the placing and backfilling operations. Unless otherwise specified, compaction shall be to a minimum of ninety percent relative compaction per ASTM D-1556. For single depth walls, and for the front cribs of multiple-depth walls, compaction tests shall be taken on the center-line of the cell and 1/3 of the distance from back closure to the front stretcher. For all other cells, tests shall be taken at the center of the crib. Compaction equipment shall be operated so as to avoid damage to the units. Compaction tests shall be taken after each two feet of fill has been compacted or as directed by the Soils Engineer. Costs of required testing shall be paid by the Owner. SECTION 15. CRIBWALL DRAINAGE Subdrain. A subdrain system shall be placed behind the wall to relieve hydrostatic pressures where compacted soil backfill is specified. No subdrain is required when crushed rock or other pervious backfill materials are specified. Unless specified otherwise, the subdrain shall meet the following minumum requirements: 4 inch diameter PVC SDR-35 perforated pipe enclosed within an envelope of two cubic feet of crushed rock per lineal foot of drain; laid at a minimum grade of 1 percent behind the entire length and at the heel of the wall; non-perforated drain outlets to the face of the wall each 100 lineal feet, or discharged into an underground drainage system. Construction of the subdrain system shall conform to the requirements of the Owner's Soils Engineer which design may vary from the minimums given above. The contractor assumes no responsibility for the subdrain design. Brow Ditches. Water above soil-filled walls shall be collected and diverted to prevent erosion of the face. Concrete ditches placed at the brow of the walls, properly designed to carry the water away from the walls, shall be constructed by others after the cribwalls have been completed. Such drainage ditches are to be shown on the plans, and may include downdrains to carry water down through the cribwalls to a proper point of discharge. Installing such downdrains which pass through the walls, shall be included in the cribwall contractor's scope of work. SECTION 16. FINISHED WALL TOLERANCES Straight Wall. The finished front face of the wall shall be constructed to the lines and grades as furnished by Owner's survey, presenting an evenly formed surface within the following tolerances: Variation from plane of wall face. Variation from batter slope. + or -1 inch max from 10 foot straight edge. + or -1 inch max from 10 foot straight edge. Curved Wall. Curved walls shall be constructed with a uniform angular change at each joint between stretchers giving an evenly curved face at the front of the wall. Applicable straight wall tolerances shall apply to curved walls. SECTION 17. RELATED IMPROVEMENTS AND WALL PROTECTION Other improvements which may be required to complete and protect the cribwall system, such as guard rails, fences, curbs and gutter, sidewalks, catch basins, storm sewers, culverts and drainage ditches shall be included on the project plans. This work is normally performed by others. •••••cioaa ,., . WALL HGT INCLD·G El'IBED TCP OF WALL .._L HGT EXPOS£1> FACE BOTTOl'I OF WALL 1 BATTER CH1V> FINISH GRADE y TYPICAL CRIBWALL SECTION NU-LOK Cribbing Multi-crib, Open-Tace, Battered Wall () LSUBDRAIN }. -• • 1 II. I") -.,; I [10• 1 ... II. m ai COURSE TYPICAL ELEVATION NU-LOK Cr-ibbing FULL HEADERS ONLY AT TOP AND ENDS OF. WALL ALTERNATING---~ JOINTS '--0.0SERS AT BASE COURSE TYPICAL PLAN VIEW Multiple Cribbing Configur-ation (next course shi-fts 30" and continues to alternate pattern to top o-f Nall) TRIPLE CRIB DOUBLE CRIB 1 ,- I&. I") ,0 . • SINGLE CRIB J_,, ____ ~_ ~~ ~· TOP COURSE FALSE HEADER FINISH GRADE. · HEADER FACE 0F WALL ' .. - CRIBBING PRODUCT UNITS NU-LOK Precast Concrete Crlbwall System Mlr*num rebar Is #4 grade 60 Stretcher CS 60) . f I . L I ------60" ~ ~ -, 4 112 I r ·-----o • ________ 4' • ·1·- Closure CC 45) 1, __J L t:-----4s· , ____________ L-=1 • 111· r 1-----------------------1_________ 4• r:, ---~---L.....J ______________________ ..., _________________ .,. ......... __ _ Weights 8<o Jt. bS JI= False Header 7 4•1:i ===-====--=---~~i•• -r] 1 t/2'11s¾ ?~ ===--11····· --7 ,f-9 1/Er-if 1-,i ~ 11,·14-, ======---- --' 4• +c-• I I ~ ___... ..... a· -10· f _1--] ~1* I Face Fmer t--25 7/81 .......................................... _ I., , - 5 7 /81 j --i-4·u L-:--d • 7• ---1 52 II- ,.c • HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS August 10, 1993 Project No. 1006.1 Cribbing Specialists of New Zealand, Inc. 4260 Aspenglow Circle Yorba Linda, CA 92686 Attention: Mr. Wells Stevens Subject: REVIEW OF SOIL PARAMETERS Loker Avenue Crib Wall Repair 2791 Loker Avenue West Carlsbad, California Reference: "Geotechnical Investigation of Crib Wall Failure, El Fuerte Business Park, 2791 and 2793 Loker Avenue West, Carlsbad, California," by Hetherington Engi- neering, Inc., dated June 29, 1993. Dear Mr. Stevens: In response to your request, we have reviewed the "Soils Parameters For Nu-Lok Crib wall Design," undated. Based on our review, we find that the soil parameters used for design are consistent with the materials described in the referenced report and that the description of work is consistent with our recommendations. If you have any questions, please call. Sincerely, HETHERINGTON ENGINEERING, INC. 5245 AVENIDA ENCINAS • SUITE G • CARLSBAD, CALIFORNIA 92008 • (619) 931-1917 I r .. .. • · 'GRIBBING SPECIALISTS OF NEV ZEALAND, INC. aka NU-LOK Cribbing Yorba Linda, CA . <714> 579-3261 FAX 528-7635 SOILS PARAHETERS FOR NU-LOK CRIBWALL DESIGN Job Name El Fuerte Bus Park Wall Failure t 30304 Job Address 2791 Loker Ave West, Carlsbad, CA Owner Wells Stevens ====================================================================== Type of backfill within Cribwall Cells On-site & Crushed Rook Unit weight (Gaama> Type of backfill behind Cribwall Cells Internal Angle of Friction <Phi> Coefficient of Friction <Mu> 120 pcf Crushed Rook 30 degrees 0.4 Cohesion at base <C> Passive Resistance Maxiaua Passive Other Surcharge ____ 1_7...,0 __ psf __ None=---used=-· ----psf/f _______ psf Equivalent Fluid Pressure Level 2:1 1 1/2:1 Other Bearing Pressures <see below for increased width and depth> (see below) __ ..,..,,,. __ pcf __ 4_3 __ pcf ____ pcf _____ pcf Coapacted fill ____ psf Bedrock 31000 psf Other psf -----Maxiaum Bearing Pressure psf Temporary Construction Backcut Slope To original Embed Requirements 18" per origmal wall Subdrain requirements 4" diameter w/ rock and fabric per original Is Top of Wall •v• Ditch required Yes Remarks and Special Conditions: Section of wall to be r~ed is 18 ft hj,m. Bottan 5' of wall to be double depth crib design. Crushed rock infill to be 11/2" graded and vibrated into place. No flooding of the wall cavity during placanent of rock. Rock to be protected fran contamination by the use of filter fabric. See soils report re: rock and fabric. ===================================================================== Company Hetherington Engineering, Inc. Name Mark Hetherington, RGE #'J'i1l Title __ Pres __ 1_·de_n_t _______ _ Soils Report t _1006 __ ._1 _____ _ Date Stuped June 29, 1993 ........ ,. Data llot Valid Without Sta•p</JffJf ' HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS September 15, 1993 Project No. 1006.1 Mr. Robert Crane 2201 Dupont Drive, suite 850 Irvine, CA 92715-9998 Subject: AS-GRADED GEOTECHNICAL REPORT Crib Wall Repair Reference: El Fuerte Business Park 2791 and 2793 Loker Avenue West Carlsbad, California Geotechnical Investigation Fuerte Business Park, 2791 Carlsbad, California, by Inc., dated June 29, 1993. Dear Mr. Crane: of Crib Wall Failure, El and 2793 Loker Avenue West, Hetherington Engineering, In accordance with your request, we have performed geotechnical services in conjunction with reconstruction of the failed portion of the crib wall at the subject site (see Reference). our services consisted of geotechnical observation and testing during crib wall reconstruction, and the preparation of this report which presents the results of our testing and observations, and our conclusions and recommendations. SITE PREPARATION Prior to crib wall reconstruction, the failed portion of the wall (approximately 85 linear feet) was removed. The existing backfill was removed to expose bedrock in the foundation area of the new wall. Minor amounts of fill (less than 15-inches) were placed in localized areas in the bottom of the clean-out to create a flat canted surface to found the new wall. In addition, minor amounts of bedrock was removed from the previously existing backcut to accommodate construction of the new wall which is wider (profile) than the previously existing wall. The backcut exposed generally non-fractured stiff siltstone and well cemented sandstone except for, generally, the uppermost three feet, which exposed previously placed fill (i.e. surface fill of the existing slope). WALL CONSTRUCTION On-site soils were used to backfill the bottom crib cells to create a 2 percent minimum fall to at least the elevations of the top of the nearby AC berm. Crushed rock (3/4-inch) was used to backfill the next 5 feet (vertical) of crib cells. Thereafter, on-site soil was used to backfill the crib cells, and 3/4-inch crushed rock was 5245 AVENIDA ENCINAS • SUITE G • CARLSBAD, CALIFORNIA 92008 • (619) 931-1917 AS-GRADED GEOTECHNICAL REPORT Project No. 1006.1 September 15, 1993 Page 2 used to backfill the space between the back of the cells and the backcut. The crushed rock was discontinued at approximately 2 feet above the top of the crib wall, and on-site soil was used as backfill thereafter. Filter fabric was placed at the boundary of the on-site soil and crushed rock. The crib wall was constructed as double cell depth (profile) to approximately 5 feet above adjacent AC surface grade, and single cell depth thereafter. A new 4-inch diameter perforated pipe was installed within the new gravel backfill with tightlines falling at a minimum rate of 2 percent and extending through the face of the new wall. The new drain pipe is independent of the existing drain pipe and capped at both ends. The existing drain pipe, encountered at either end of the repaired area, was fitted with new tightlines which fall at an approximate rate of 2 percent and extend through the face of the wall. These outlets daylight behind the existing AC berm. SOIL TYPES The soils used as fill consisted of the on-site orange-brown clayey silty fine to medium sand and imported 3/4-inch crushed rock. BACKFILL PLACEMENT Fill soils were placed in 6 to a-inch thick, near horizontal lifts, at about optimum moisture content, and compacted by mechanical means to a minimum of 90 percent relative compaction as determined by ASTM: D 1557-78(A). Compaction of soil backfill and densification of the crushed rock were achieved by hand held vibratory plate compactors. Density tests were performed in accordance with ASTM: D 1556 (Sand- Cone Method) and by ASTM: D 2922 (Nuclear Method) in the on-site backfill material. The results of the density tests are presented on the attached Summary of Field Density Tests, Table II. The approximate locations of the field density tests are indicated on the accompanying Plot Plan, Figure 1. Maximum dry density/optimum moisture content determinations are presented on the attached summary of Maximum Dry Density/Optimum Moisture Content Determinations, Table I. HETHERINGTON ENGINEERING, INC. AS-GRADED GEOTECHNICAL REPORT Project No. 1006.1 September 15, 1993 Page 3 CONCLUSIONS AND RECOMMENDATIONS 1. General Crib wall accordance report. 2. Drainage reconstruction has been performed in general with the recommendations contained in the referenced The proposed brow ditch at the top of the wall has yet to be constructed. The brow ditch should be constructed in accordance with the recommendations contained in the report by Stutzman Engineering. The existing outlet drains for the portions of the wall on both sides of the repaired area were directed toward the face of the wall by installing new 4-inch diameter tightlines. In order to achieve minimum fall from the elevations of the drains, the new tightlines daylighted just below the elevations of the top of the nearby AC berms. These tightlines should be continued through the berms to AC surface grade to allow for drainage. LIMITATIONS our work was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Engineers and Geologists practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. If there are any questions regarding this report, please feel free to call. We appreciate this opportunity to be of service. Sincerely, HETHERINGTON ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. • ) .... 29 • \ \ \ CJ =cJ I LEGEND APPROX. LOCATION OF DENSITY TEST APPROX. LIMITS OF BACKFILL ------ TAKEN FROM PLATE 1 OF REFERENCED REPORT PLOT PLAN HETHERINGTON ENGINEERING, tNc. CRIB WALL REPAIR GEOTECHNICAL CONSULTANTS PROJECT NO. 1006. 1 I FIGURE NO. 1 .. • Test Test Soil No. Date Type 1 8/19/93 1 2 8/23/93 1 3 8/23/93 1 4 8/23/93 1 5 8/24/93 1 6 8/24/93 1 7 8/25/93 1 8 8/25/93 1 9 8/25/93 1 10 8/25/93 1 11 8/27/93 1 12 8/27/93 1 13 8/27/93 1 14 8/27/93 1 15 8/27/93 1 16 8/27/93 1 17 8/30/93 1 18 8/31/93 1 19 8/31/93 1 20 8/31/93 1 21 8/31/93 1 22 8/31/93 1 23 9/1/93 1 24 9/1/93 1 25 9/2/93 1 26 9/7/93 1 27 9/8/93 1 28 9/8/93 1 29 9/10/93 1 TABLE II SUMMARY OF FIELD DENSITY TESTS (ASTM: D 1556 and D 2922) Note: Test locations are shown on accompanying Plot Plan, Figure 1 Comments and Test Elevation Dry Density (feet above toe elev.) (pcf) Bottom 108.2 -1 107.8 +1/2 108.9 +1 108.0 +1-1/2 (failed) 101. 7 +1-1/2 (failed) 103.2 +1-1/2 retest of #5 108.9 +1-1/2 (failed) 106.0 +2-1/2 108.5 +1-1/2 retest of #6,#8 109.4 +7-1/2 107.6 +7-1/2 108.7 +9-1/2 (failed) 103.5 +9-1/2 (failed) 104.2 +9-1/2 retest of #14 107.8 +9-1/2 retest of #13 108.2 +11 110.6 +13-1/2 107.7 +13-1/2 110.8 +16 (failed) 105.5 +16 109.1 +16 retest of #20 108.1 +18 109.2 +18 107.5 +20 109.5 +22-1/2 (failed) 104.5 +21 108.0 +23 retest of #26 107.6 +23 108.3 Moisture Content (%) 14.5 12.4 13.3 13.1 15.1 16.7 15.5 17.5 16.2 16.5 17.6 14.2 18.0 19.3 17.6 18.2 13.9 16.4 12.1 15.8 13.8 16.3 12.9 16.9 15.0 10.5 12.0 12.2 12.6 Project No. 1006.1 Relati Compact (%) 90 90 91 90 85 86 91 88 90 91 90 91 86 87 90 90 92 90 92 88 91 90 90 90 91 87 90 90 90 • Soil Type 1 TABLE I MAXIMUM DRY DENSITY/OPTIMUM MOISTURE DETERMINATIONS (ASTM: D 1557A) Description On-site orange-brown clayey silty fine to medium sand Maximum Density (pcf) 120.0 Project No. 1006.1 Optimum Moisture Content (%) 11. 5 I I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE El Fuerte Business Park 2791 and 2793 Loker Avenue West Carlsbad, California HETHERINGTON ENGINEERING, INC. 'I I I I I I I I I I I I I I I I I I I HETHERINGTON ENGINEERING 1 INC. GEOTECHNICAL CONSULTANTS Mr. Robert Crane 2201 Dupont Drive, Suite 850 Irvine, CA 92715-9998 June 29, 1993 Project No. 1006.1 Subject: GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE El Fuerte Business Park 2791 and 2793 Loker Avenue West Carlsbad, California References: Attached Dear Mr. Crane: In accordance with your request, we have performed a geotechnical investigation at the subject site. The purpose of our investigation was to determine the probable cause(s) of the crib wall failure, provide recommendations for repair, and to evaluate the stability of the non-failed portions of the wall. With the above in mind, our scope of services has included the following: 1. Review of available pertinent maps, plans, and geotechnical reports for the site and vicinity (see References). 2. Observation and photographic documentation of the current condition of the crib wall. 3. Two backhoe excavated test pits for visual observation, geologic logging, and soil/bedrock sampling. 4. Laboratory testing of the samples obtained. 5. Engineering and geologic analyses of the data. 6. The preparation of this report presenting our findings, conclusions and recommendations. In addition, we have enlisted Stutzman Engineering, a design civil engineering firm, to survey the entire crib wall, and perform a drainage study of the slope behind the wall and the existing brow ditch at the top of the wall (see References). The survey points are displayed on the Plot Plan and Survey, Plate No. 1, and a printout of the surveyed coordinates are included as Appendix A. 5245 AVENIDA ENCINAS• SUITE G • CARLSBAD, CALIFORNIA 92008 • (619) 931-1917 I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE Project No. 1006.1 June 29, 1993 Page 2 SITE DESCRIPTION The subject crib wall is located at 2791 and 2793 Loker Avenue West, Carlsbad, California. These two sites are also known as Lots 15 and 16 of Carlsbad subdivision C.T. 74-21 on the referenced grading plans. The western portion of the subdivision is currently known as El Fuerte Business Park but was known as Carlsbad Oaks Business Center during grading and development. currently, the eastern portion of the subdivision is known as Carlsbad Oaks Business Center. These two relatively level sites currently support two industrial buildings with asphaltic concrete parking and driveway areas. The subject crib wall extends along the eastern portion of Lot 15, then turns west and runs along the southern portions of Lots 15 and 16 and terminates at the boundary of Lots 16 and 17. The crib wall retains a 2:1 (horizontal to vertical) slope which ascends to El Fuerte Road on the east and Palomar Airport Road on the south. The southern portion of the wall reaches its maximum height of approximately 16 feet at the boundary between the subject lots. Approximately 75 linear feet of the southern portion of the wall failed in January 1993. The Plot Plan and Survey, Plate No. 1, displays the pertinent features of the site. SITE GRADING Prior to mass grading, the subject sites were a portion of Rancho Agua Hedionda and consisted of natural slopes which descended generally toward the north and northeast. These slopes were at the higher elevations of a drainage coarse which descended generally toward the north and northwest. The portion of Palomar Airport Road just to the south of the subject area represented a high point in the local topography. The portions of Rancho Agua Hedionda just to the east of the subject lots appear as cultivated land in the referenced 1960 topographic survey. According to the referenced grading plan and as-graded geotechnical report, the subject lots were graded as part of the Carlsbad Oaks Business Center development in 1985 and 1986. The transition from the elevations of previously existing Palomar Airport Road to the lower elevations at Lots 15 and 16 was HETHERINGTON ENGINEERING, INC. I I I I I I I ;I I I I 'I I ~I I I I I I GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE Project No. 1006.1 June 29, 1993 Page 3 created by grading a 2:1 cut slope. This slope was approximately 42 feet high in the area of the currently existing crib wall failure. During grading, the geotechnical consultant mapped a fault which ran from this portion of the slope to the approximate center of Lot 16. The as-graded geotechnical map also indicates that fill was placed on the portion of the slope on the south and east side of Lot 15. The portion of the slope below El Fuerte Road was created generally by filling. CRIB WALL CONSTRUCTION According to the referenced crib wall plans, approximately 20 feet of the toe of the previously graded cut slope was removed and replaced with the existing crib wall in about 1988. The crib wall design in the area of the current failure {approximately stations 5+25 through 6+00 as shown on the plans) was to be 18 feet high maximum and consist of a single cell (profile) with the exception of bottom two vertical feet which consist of a double cell (profile). The toe of the wall was to be embedded at least 18-inches below lowest adjacent grade. The wall was to be battered at an inclination of 1:4 (horizontal to vertical) which is typical for crib wall construction. Section B-B of the plans indicated that a back drain should be constructed consisting of a 4-inch perforated pipe surrounded by 1 cubic foot of 3/4-inch crushed rock per linear foot of drain. The section indicates outlets to the face of the wall. Backfilling specifications indicated on the plans required that the backfill material was to consist of well-graded crushed rock or a soil with between 10 and 25 percent passing the No. 200 sieve. If soil was used as backfill the specifications also required that the plasticity index not be greater than 6; the fraction of soil finer than 15 microns not exceed 15 percent; the internal angle of friction not be less than 30 degrees; and the cohesion fall between 50 and 150 pounds per square foot. The specifications also required that the backfill material be approved by the Soils Engineer. A brow ditch was to be constructed by others at the top of the wall and a trash enclosure with CMU block walls was to be constructed at the base of the portion of the wall which has failed. A 2-1/2-inch PVC water line runs from valves at the top of slope down to the area of the failed portion of the wall. The line then tees off and runs parallel to the crib wall, just beneath and behind the brow ditch. HETHERINGTON ENGINEERING, INC. I I ii I I I I I !I I I I I I 11 I I I GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE Project No. 1006.1 June 29, 1993 Page 4 DESCRIPTION OF DISTRESS The observations of the features of crib wall failure and distress to the surrounding area made during our inspections beginning on May 3, 1993, and during our subsurface exploration on May 25, 1993, consisted generally of the following: o Approximately 75 linear feet of crib wall and backfill has failed. The failure exposes the temporary bedrock cut slope created during construction of the wall and is approximately 15 to 18 feet behind the top of the wall. The wall reportedly failed during periods of heavy rain in January of 1993. Judging from the position of the failed crib wall leaning against the CMU wall of the trash enclosure, the wall appears to have rotated out approximately 3 to 4 feet above its toe. o Several tension cracks up to 1-inch wide, and small scarps have developed on the surface of the backfill behind the wall. Generally these features are 15 to 20 feet behind the unfailed portions of the top of the wall. These features were observed generally along the majority of the entire length of the portion of the wall running east-west. The thick ground cover along the portion of the wall running north-south may be disguising similar features. The Plot Plan and Survey display the location of these features. o The surface of the backfill behind the wall displays several areas with clusters of rodent burrows. o Areas of the concrete drainage ditch which runs at the top of the crib wall contain slough and debris especially in the portion running east-west. In addition there are several cracks running across the ditch generally approximately 1/8- inch wide. Some of these cracks appear slightly narrower on the slope facing side and slightly wider on the side facing the wall. The brow ditch ends at the western terminus of the wall, discharging onto the slope. SUBSURFACE EXPLORATION Subsurface conditions were explored by excavating two backhoe test pits which exposed the back cut created during crib wall construction. The approximate locations of the test pits are shown on the accompanying Plot Plan and Survey, Plate 1. HETHERINGTON ENGINEERING, INC. I I I I I I 11 I I I I I I I I GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE Project No. 1006.1 June 29, 1993 Page 5 The excavations were logged by a geologist from this office, who visually classified the soil (Unified Soil Classification system) and bedrock materials, and obtained bulk and relatively undisturbed samples for laboratory testing. The Test Pit Cross Sections are displayed on the Plot Plan and survey, Plate No. 1. LABORATORY TESTING Laboratory tests were performed on the samples obtained during the subsurface exploration. Tests performed consisted of the following: o Dry Density/Moisture Content (ASTM: D 2937) o Particle-size Analysis {ASTM: D 422) o Atterberg Limits (ASTM: D 4318) o Direct Shear (ASTM: D 3080) The laboratory test results are presented on Figures 1 through 3. SUBSURFACE CONDITIONS The test pits exposed fill and Santiago Formation bedrock. Fill soils were limited to the upper few feet of the southwall exposures in the test pits and all of the east and west walls (crib wall backfill). The fill consisted generally of brown silty clayey sand, which was dry to moist and medium dense. The majority of the southwall of the backhoe test pits exposed Tertiary Age Santiago Formation sedimentary bedrock. This bedrock consists of firm to dense, gray to red brown siltstone, buff to light brown silty sandstone and sandstone, and occasional cemented sandstone with seashell fragments. Bedding was found to be essentially horizontal with slight undulations up to a few degrees. No fracturing or jointing was observed. The bottom of our test pits exposed the crushed rock and drain pipe associated with the crib wall backdrain. HETHERINGTON ENGINEERING, INC. I I I 11 11 I I I I 11 I I I I I I I I I GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE Project No. 1006.1 June 29, 1993 Page 6 CONCLUSIONS 1. 2. 3. 4. 5. Laboratory testing indicates that the properties of the crib wall backfill fall generally slightly outside the backfill specifications of the crib wall plans. since the backfill material has a slightly higher fines content than the specifications required, it probably is slightly less free draining that the specifications intended. The relative compaction of all of the density tests taken in the test pits is less than 90%. Areas of the concrete drainage ditch which runs at the top of the wall contains slough and debris which may impede its ability to carry water. The bedrock relatively sandstone. materials exposed in our test pits consisted of impermeable dense to stiff siltstone and Crib walls are designed generally to resist earth pressures only. Although we did not find or review any calculations, it is unlikely that a single cell deep (profile) crib wall was designed to resist water pressures as well as earth pressures. A properly constructed drain at the heel of the wall can help prevent water pressures from becoming hydrostatic across the back of the wall. However, water pressures can build to levels intermediate of neutral and hydrostatic in localized zones when the quantity of water percolating into the zone is greater than the quantity of water percolating out. Since the natural formation as revealed in our test pits appears impermeable, only a small percentage of the precipitation falling on the slope and percolating into the surficial fill could penetrate the natural formation below. A majority of the water likely traveled downslope into the crib wall backfill. It is our opinion that the crib wall failure was due to the effects of water infiltrating into the crib wall backfill soils creating additional pressures behind the wall and ultimately failure of a portion of the crib wall. The primary source of water was the abundant rainfall in January 1993. Infiltration into the backfill soils as described above was increased by the presence of rodent burrows, tension cracks and the inadequate brow ditch. HETHERINGTON ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE Project No. 1006.1 June 29, 1993 Page 7 6. Our opinions regarding be forthcoming after data, and observations cribwall. the future stability of the wall will further review and analysis of the made during reconstruction of the new REPAIR RECOMMENDATIONS 1. Areas of failed crib wall may be reconstructed using a new crib wall. Backfill for the new wall should consist of 3/4- inch crushed rock. Gravel backfill should be flooded and vibrated to insure it assumes a dense configuration which will not settle under future seepage forces. 2. The portion of the new wall backfill which will be below the adjacent parking lot grade should be replaced with existing backfill soils compacted to at least 90% relative compaction so that it creates a 2% slope from the backcut to the adjacent parking lot grade. Any portion of the existing backdrain damaged during demolition of the wall should be replaced as per the original specification. Replaced backdrain pipe should be equal to the existing pipe or alternatively 4-inch Schedule 40 PVC perforated pipe. 3. To facilitate vegetation growth on the face of the wall, the upper cells may be filled with the existing backfill material. The lower cells to at least 5 feet above existing parking lot grade should be backfilled with gravel as described above. Should this option be exercised, filter fabric should be placed at the boundary of the soil and gravel backfill. (i.e. the bottom of the first soil filled cell and the backside of above cells.) The filter fabric should consist of Mirafi 140 NL or equivalent. All cells in-filled with gravel should have a barrier placed behind the face stretchers of the wall to ensure that the gravel does not erode out. The barrier may be galvanized wire screen (1/2-inch wide aperture maximum, 10 gauge wire minimum), concrete face plates with openings for adequate drainage, or other device subject to approval by the Geotechnical Engineer. Fill should be compacted by mechanical means in uniform horizontal lifts of 6 to a-inches in thickness. All fill should be moisture conditioned to near optimum water content and compacted to a minimum relative compaction of 90 percent HETHERINGTON ENGINEERING, INC. I I I I I I I I I I 11 I I I I I I I I GEOTECHNICAL INVESTIGATION OF CRIB WALL FAILURE Project No. 1006.l June 29, 1993 Page 8 based upon ASTM: D 1557. Rock dimension and other perishable should be excluded from the compaction should be inspected the Geotechnical Engineer. fragments over 6-inches in or unsuitable materials fill. All grading and and tested as necessary by 4. To facilitate landscaping, the upper most 3 feet of backfill (which reconfigures the 2:1 slope) may be soil instead of gravel. Filter fabric should be placed at the soil-gravel contact. 5. The new brow ditch should be constructed according to the recommendations of Stutzman Engineering. 6. The new crib wall should be double cell deep for the bottom 5 feet of wall. 7. New wall construction should be performed by an experienced contractor. A quality control program should be established to insure that the structural elements delivered to the site meet proper specifications. All specifications for the original wall (not in conflict with our new specifications) should be met by the contractor. This opportunity to be of service is appreciated. If you have any questions please call. sincerely, c~~ t\c~l.~ CHRISTOPHER HOSKIN5\l Civil Engineer 49200 (expires 9/30/96) HETHERINGTON ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I REFERENCES As-Graded Geotechnical Report Carlsbad Oaks Business Center, Carlsbad Tract 74-21, Lot 1 through 22, Carlsbad, California, by San Diego Geotechnical Consultants, Inc., dated November 17, 1986. County of San Diego Topographic Survey, Sheet 18-35 and 19-35, (City of Carlsbad), Sheets 350-1689 and 350-1695 (County of San Diego), 1960 Edition. Cribwall Plans and Construction Specifications, El Fuerte Business Park II, Tract 74-21 Lot 15 Carlsbad, by Crib Retaining Walls, Inc., dated 8-3-88, approved by City of Carlsbad Building Department August 26, 1988. Drainage study, Cribwall Failure, 2791 & 2793 Loker Avenue w., by Wayne Stutzman Engineering, dated June 23, 1993. Geotechnical Investigation for Repair of the West Loker Avenue, Carlsbad, California, Charter Golf, Inc., by Brian A. Robinson & dated February 8, 1993. Crib Wall at 2791 92008, Insured: Associates, Inc., Grading Plans For C.T. 74-21 Carlsbad Airport Business, by Rick Engineering Company, dated 4-22-82. Soil and Geotechnical Investigation For the Proposed Carlsbad Oaks (CT 74-21) Carlsbad, California, for Techbilt Construction Corp. Santa Fe Company, by Woodward-Clyde Consultants, dated November 12, 1981. HETHERINGTON ENGINEERING, INC. I I I I I I I I I I I I I I I I I I U.S. STANDARD SIEVE SIZES HYDROMETER 4 8 16 20 30 40 50 100 200 100 -. ' . . . . . . . . 90 ·~····l•···········+··········•······:···:····•·······•···········1·······-;··•···•·····•······1············ 90 ~ ; ! ! i ; ! ! ! ! ! 80 ···-'··'···l····i-······:···········-'········\··'···'-····\······'············ 80 . . . . . . . . . . . 70 .. ~. , ... : .... , ....... , ........... ~ ........ : .. ;···i-···:······i-··········· 70 . . . . . . . . . ffi 60 z H u. ~ 50 IJJ u 0::: IJJ a. 40 . . . . . 30 .................. · ...... : .. , ... , ..... : ...... , ............ 30 . . . . . . . 20 .... :'&, ..... & .. : .. :. .. :. .... : ...... :. ........... 20 10 0 100 1 0.1 GRAIN SIZE <mm) GRAVEL SANO COBBLES Coarse I Coarsej I SILT and CLAY Fine Medium Fine SYMBOL SAMPLE LOCATION FIELD %PASSING %FINER UNIFIED SOIL MOISTURE (%) NO. 200 SIEVE 15MICRONS CLASSIFICATION • TP-1 at 9.0 21.4 27 17 SC 0 TP-2 at 12.0 21.7 26 20 SC GRADATION TEST RESULTS Crib Wall Faiure HETHERINGTON ENGINEERING, INC. El Fuerte Business Park GEOTECHNICAL CONSULTANTS PROJECT NO. 1006.1 I FIGURE NO. 1 I I I I I I I I I I I I I I I I I ::c I- 3000.---------------------------------- 2500 ................................... L .................................. i ................................... .i ................................... ;. ................................... L .................................. . ~ 1500 ·········· ........................ :,, ................................ -:, .................................... ; .......................... .. LIJ a:: 1-(/) a:: <I: LIJ ::c (/) 1000 .................................. , ....................... . 500 ............ . o.__ ______________________ ......, ___________ __, 0 500 1000 1500 2000 2500 3000 NORMAL PRESSURE (psf) SYMBOL SAMPLE LOCATION COHESION FRICTION REMARKS ANGLE • TP-1 at9.0 170 35 remolded to 90% relative compaction, saturated, D consolidated, drained TP-1 at9.0 225 23 remolded to 101 pct, saturated, consolidated, drained DIRECT SHEAR TEST RESULTS Crib Wall Faiure HETHERINGTON ENGINEERING, INC. El Fuerte Business Park GEOTECHNICAL CONSULTANTS PROJECT NO. 1006.1 I FIGURE NO. 2 I I I I I I I I I I I I I I I I I I I LABORATORY TEST RESULTS RESULTS OF DENSITY TESTS (ASTM: D 2937) Relative Test Dry Density Water Content Saturation Compaction No. Location (pcf) (%) (%) (%) 1 Sidewall backfill 104 19.6 86 87 2 Sidewall backfill 101 21.4 86 84 3 Failure debris 99 21. 0 81 83 4 Bottom backfill 105 20.9 94 88 5 Failure debris 102 21.5 89 85 6 Sidewall backfill 98 21.7 82 82 7 Sidewall backfill 99 20.8 79 82 MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT (ASTM: D 1557A) Soil Type TP-1@ 9' Sample Location TP-1 @ 9' TP-2 @ 12' Description Orange-brown clayey silty fine to medium sand Maximum Density (pcf) 120.0 ATTERBERG LIMITS (ASTM: D 4318) Liquid Plastic Plasticity Limit (%) Limit (%) Index (%) 36 23 13 36 24 12 Project No. Figure No. 3 Optimum Moisture Content (%) 11.5 Unified Soil Class CL-ML CL-ML 1006.1 I I I I I I I I I I I I I I I I I I I APPENDIX A I CC-COGO output. date: 06-29-·1993, time: 3:·15:35 PM, FILE: LOKER.CCC I 1 -----------N 5000.000, E S000.000 404.000 START WAYNE STUTZMAN ENGINEERING 2 -----------N 4896.6·16, E 4938.624 407.724 BW 2441 SACADA CIRCLE 3 -----------N 4903.285, E 4962.8-12 406.921 BW CARLSBAD, CA 92009 I 4 -----------N 4909.746, E 4986.925 406.895 BW PH/FAX (619) 943-0509 5 -----------N 4940.077, E 5095.018 407.850 BW 6 -----------N 4947 .l18, E S-1-18,957 408.65·1 BW 7 -----------N 4954.340, E 5-142.850 409.475 BW I 8 -----------N 496-1.759, E 5·166.640 409.558 BW 9 -----------N 4969.245, E 5·190.560 409.506 BW 10 -----------H 4976.889, E 52·14.603 409.477 BW I 11 -----------N 4984.726, E 5238.425 409.S-10 BW 12 -----------N 4992.933, E 5262.385 409.554 BW 13 -----------N 5017 .393, E 5260.373 408.660 BW I 14 -----------N 5017.588, E 5261.789 4-14.512 MW 15 -----------N 5017.726, E 5262.990 419.492 MW 16 -----------N 4992.576, E 5263.805 4·15.353 MW I 17 -----------N 4992.668, E 5264.869 4-19.532 MW I !I 18 -----------N 4991.067, E 5262.758 4·15.349 MW 19 -----------N 4990.·123, E 5263.094 419 .5·16 MIi 20 -----------N 4983.538, E 5238.677 4-14.477 NW I 21 -----------N 4982.507, E 5238.966 4·18.636 MW 22 -----------N 4975.932, E 5214.777 4·13.658 MW 23 -----------N 4974.929, E 5215.083 4·17 .826 MW 24 -----------N 4968.·174, C 5-190.923 4-14.520 MW I ... 25 -----------N 4967.235, E 5·191.280 4·18.700 MW 26 -----------N 4960.603, E 5166.910 4·14.5·13 MW 27 -----------N 4959.815, E 5·167.-147 417.854 HW I 28 -----------N 4953. ·131, E 5-143.160 4-14.433 MW 29 -----------N 4952.354, E 5143.44·1 4"17.774 MW 30 -----------N 4945.880, E 5119. ·181 4·13,6·17 MW I 31 -----------N 4944.894, E 5119.443 4"17.789 MW 32 -----------N 4938.917, E 5095.337 4·12.79·1 MW 33 -----------N 4937. 9-13, E 5095.626 416,945 11W I 34 -----------N 4908.767, E 4987.·148 4-1-1 .068 MW 35 -----------N 4907.634, E 4987.460 4·16.048 MW 36 -----------N 4902.059, E 4963.·198 4·11.876 MW 37 -----------N 4901.044, E 4963.433 4·16.035 NW I 38 -----------N 4895.609, E 4938.960 4-11.877 MW 39 -----------N 4894.590, E 4939.277 416.020 MW 40 -----------N 4897.655, E 4934.6·16 407.673 SU2 I 41 -----------N 4988.742, E 5218.870 408.616 SU3 42 -----------N 5020.024, E 5280.663 432.024 SU4 43 -----------N 5019.520, E 5309.829 445.914 TS I 44 -----------N 5024.559, E 5326.219 445.736 BSW ;I 45 -----------N 5017.898, E 5264.314 424.472 TW 46 -----------N 5018.011, E 5267.809 425.616 FL 47 -----------N 4992.737, E 5265.850 423.673 TW 11 48 -----------N 4992.922, £ 5269.601 424.983 FL 49 -----------N 4987.482, £ 5269.643 425.063 Fl 50 -----------N 4989.385, £ 5263.440 422.854 TW I 51 -----------N 4967.499, E 5245.946 429.551 TC14 52 -----------N 4981.537, E 5239.355 422.834 TW 53 -----------N 4977.733, E 5240.308 424.540 Fl I 54 -----------N 4970.379, E 5216.594 424.258 FL 55 -----------N 4973.877, E 5215.614 422.824 TW 56 -----------N 4960.·174, E 5220.737 429.4·15 TC·13 57 -----------N 4955.458, E 5208.254 429.927 rc-12 I 58 -----------N 4953.345, E 5·198.286 429.493 TC-11 59 -----------N 4973.836, E 52·15.6·18 422.829 TW Ml -----------N 4970.324, E 52·16.525 424.261 FL 61 -----------N 4962.666, E 5192.717 424.051 FL I CC-COGO 01Jtput, date: 06-29-·1993, time: 3:-16:52 PM, FILE: LOKER.CCC I 62 -----------N 4966.249, E 5·191.673 422.870 TW 63 -----------N 4949.372, E 5185.509 429.346 rem 64 -----------N 4958.816, E 5·167.537 422.037 TW :1 65 -----------N 4955.0·11, E 5·168.751 423.728 FL 66 -----------N 4938.375, E 5·157.006 430.074 TC9 67 -----------N 4951.43·1, E S-143.847 42·1 .704 TtJ I 68 -----------N 4947.726, E 5·144.877 423.465 FL 69 -----------N 4928.971, E 5133.484 43·1.·116 DS 70 -----------N 4943.979, E S119.863 421.977 TW I 71 -----------N 4940.488, E 5·120.777 423.·132 FL 72 -----------N 4933.529, E S097.042 422.983 FL 73 -----------N 4936.789, E 5096.·114 421.979 TW 74 -----------N 4922.693, E 5092.728 428.043 TC8 I 75 -----------N 4916.850, E 5095.030 43-1 .459 DS 76 -----------N 4925.705, E 5068.577 422.767 FL.END 77 -----------N 4929.094, E 5068.368 421.431 TU.ENO I 78 -----------N 4914.819, E 5074.403 428.662 TC7 79 -----------N 49·10.725, E 5066.220 430.371 TSTP2 80 -----------N 4906.345, E 5047 .501 429.941 TSB I 81 -----------N 4897.593, E 5026.965 43-1 .881 TSA 82 -----------N 4892.267, £ 5007.309 43-1.729 TSTP·l 83 -----------N 4893.14·1, E 4995.564 428.420 TC6 84 -----------N 4907.339, E 5003.-17-1 42·1.8·10 FL.ENO I 85 -----------N 4909.492, E 4998.332 420.476 HI.END 86 -----------N 4906.447, E 4987.62·1 42·1.078 TW 87 -----------N 4903.J-10, E 4988.909 422.079 FL I 88 -----------N 4896.226, E 4964.640 42-1.99·1 FL 89 -----------N 4900.001, E 4963.697 420.229 TW 90 -----------N 4886.·153, E 4964.285 427.797 TCS I 91 -----------N 4880.537, E 4962.988 430.992 DS 92 -----------N 4876.822, E 4949.333 430.828 DS 93 -----------N 4893.586, E 4939.605 420.·199 TW 94 -----------N 4889.846, E 4940.867 42·1 .882 FL I 95 -----------N 4869.68·1, ... 4923.353 430.563 TC4 t. 96 -----------N 4887.659, E 4917.lll 420.200 TW 97 -----------N 4883.766, E 4918.·173 42·1 .652 FL I 98 -----------N 4881.448, E 4893.453 4·19.417 TW 99 -----------N 4877.325, E 4894.353 421.122 FL 100 -----------H 4861.635, E 4886.794 428.626 TC3 I 101 -----------N 4859.355, E 4875.958 428.108 TC2 102 -----------N 4856.033, E 4863.637 427.410 TC1 ·103-----------N 486·1.338, E 4834.337 4-19.977 FL.ENO 104 -----------N 4866.662, E 4837.923 4-18.593 Tl'-CORH I "105 -----------N 4868.473, E 4845.370 419.464 TW ·106 -----------N 4864.759, E 4846.784 420.100 FL 107 -----------N 4874.935, E 4869.354 4·19.426 TW I 108 -----------N 4871.181, E 4870.860 420.689 FL 109 -----------N 4855.834, E 5009.954 450.237 TS 110 -----------N 4850.624, E 5014.693 450.618 BSW 111 -----------N 4900.046, E 5009.519 423.764 BS I 112 -----------N 4906.343, E 5025.304 419.355 BS 113 -----------N 4909.4·15, E 5045.791 423.336 BS 114 -----------N 4914.024, E 5062.392 423.613 BS I 115 -----------N 49·16.127 r E 5065.880 421.670 NAIL 116 -----------N 4918.957, E 5065.572 415.528 NAIL 117 -----------N 4901.47-1, E 5006.431 418.940 NAIL I 118 -----------N 4902.033, E 5005.575 417.650 NAIL 119 -----------N 4933.09·1, E 5061.231 407.581 FP I 120 -----------N 4927.575, E 5061.954 407.045 BP 121 -----------N 4922.394, E 5063.466 407.883 8D 122 -----------N 4920.645, E 5002.·118 406.501 FP I CC-COGO outpllt, date: 06-29-·1993, t illle: 3:·17:48 PH, FIL£: LOKER.CCC I 123 -----------N 4909.819, £ 5004.639 405.825 BP 124 -----------N 4906.573, E 5005.275 406.658 BO 125 -----------N 4890.78·1, E 4916.848 407.777 BW I 126 -----------N 4884.054, E 4892.782 408.629 BW 127 -----------N 4877.575, E 4868.6·13 408.604 BW 128 -----------N 487-1.-142, E 4844.740 408.667 BW !I 129 -----------N 4868.666, E 4838.592 411.963 W.CORH 130 -----------N 4867.657, E 4838.·148 4·15.303 II.CORN 131 -----------N 4870.-14·1, £0 4845.055 4·12.835 MW I 132 -----------N 4869.338, £ 4845.24·1 416.·145 MW 133 -----------N 4876.646, E 4868.943 4·12.789 MW 134 -----------N 4875.800, E 4869.'186 4·16.·127 MW 135 -----------N 4883.089, £ 4893.107 4·12.750 1111 I 136 -----------N 4882.500, E 4893.240 4·15.25·1 MW 137 -----------N 4889.579, E 4917.225 412.760 MW ·138 -----------N 5042.425, E 5262.709 425.3-15 HJ I 139 -----------N 5042.378, E 5266.·120 426.509 FL 140 -----------N 5057.751, E 5261.410 425.342 TW 141 -----------N 5058.476, £ 5265. ·116 426.987 FLHP I 142 -----------N 5081.307, E 5250.678 423.689 TW 143 -----------N 5082.548, ,.. 5254.305 424.672 FL C. 144 -----------N 5·100.239, E 5260.769 430.627 OS 145 -----------N 5103.640, E 5239.785 42·1.209 HJ I 146 -----------N S ·105. ·185, E 5243.851 422.622 FL 147 -----------N 5·125.004, E 5247.739 426.351 OS 148 -----------N 5·126.29·1, E 5229.·10·1 4·19.536 HI I 149 -----------N 5'128.·136, £ 5232.882 420.337 FL 150 -----------N 5148.707, E 5218.5·11 4'17 .967 TW 151 -----------N 5·150.227, C' 5222.331 4·18.367 FL .. I 152 -----------N 5·17-1.365, E 5207.826 4-16.265 HI 153 -----------N 5·172.434, E 5211.514 416.539 Fl 154 -----------N 5·175.744, E 5205.449 4'15.455 TW 155 -----------N 5·177 .443, E 5209.·198 4·16. -104 FL I 156 -----------N 5193.497, E 5'195.687 4·14.654 TW 157 -----------N 5195.743, E 5·199 .518 4·14.845 FL 158 -----------N 52·15.368, E 5·183.348 4·12.933 TW ,I 159 -----------N 5217.252, E 5187. ·127 4·13. ·193 FL 160 -----------N 5237.·147, E 5·170.955 4-11.-142 TW 161 -----------N 5238.925, E 5174.825 4-11.380 Fl ,I 162 -----------N 5258.843, E 5158.300 407.923 OW.ENO 163 -----------N 5236.658, £ 5170.296 407.796 BW 164 -----------N 5214.690, E 5182.257 407.964 BW 165 -----------N 5192.617, E 5194.273 408.009 BW I 166 -----------N 5192.924, £ 5194.770 4·10.479 MW 167 -----------N 5175.047, E 5203.767 407.993 BW 168 -----------N 5170.444, E 5205.949 407.954 BW I 169 -----------N 5-147.746, £ 5216.264 408.000 BW 170 -----------N 512S.·199, E 5226.638 408.679 BW 171 -----------N 5102.374, £ 5237.0-40 408.668 BW I 172 -----------N 5080.259, E 5248.379 413.682 MW 173 -----------N 5080.816, E 5249.485 418.674 MW 174 -----------N 5102.801, E 5237.943 4·12.820 MW '17S -----------N 5103.216, E 5238.848 416.959 11W ' ii 176 -----------N 5·125.56-4, E 5227.377 412.003 MW 177 -----------N 5125.877, E 5228.·155 415.338 HU 178 -----------N 5-148~228, E 5217.·174 4·12. ·152 MW I ,1 179 -----------N 5-148.417, E 52·17 .736 4·14.633 MW 180 -----------N 5·170.8·17, E 5206.655 4-11.30·1 HW 181 -----------N 5171.·102, E 5207.216 4·13.795 HW 182 -----------N 5024.·105, E 5·156.464 407.928 BLOG 183 -----------N 50·10.351, E 5112. ·167 405.423 BLOG.CORN -------------- I I I I I I I I I I I I I I I I I I I CC-COGO output, date: 06-29-·1993, t i111e: 3:-18:43 PM, FIL£: LOKER.CCC 184 -----------N 4946.056, E 5053.823 406.·122 FH 185 -----------N 4979.899, E 4940.580 404.044 BLDG.CORN 186 -----------N 4969.336, E 4906.426 402.960 BLDG.CORN 187 -----------N 4940.789, E 49·15.0·13 409.026 BLDG.CORN 190 -----------N 5042.309, E 5258.776 408.631 BIJ 191 -----------N 5056.854, E 5257.650 408.6·13 BIJ 192 -----------N 5054.4·17, E 5255.632 408.352 BLDG.CORN 193 -----------N 5057.020, E 5258,983 4"14.434 MW 194 -----------N 5057.4·13, E 5260.301 420.296 MW 195 -----------N 5042.275, E 5260.080 4"14.45·1 MW 196 -----------N 5042.322, E 526·1.480 420.328 MW 430 425 420 415 FlLL RED BROWN SANDSTONE ....................... ....................... ...................... ······················ ...................... -~~ ~~:~~~~O~~~STONE.ii:\ifr•;••••••••,•:••••· -GRAY SILTSTONE RED BROWN SANDSTONE ~--APPROXIMATE EXISTING GROUND SURFACE , ORIGIN/d; SURF ACE , , ~ OF GRADED SLOPE ' ' , ' ' [BROW DITCH . " ?,.. 2.:.1;2· ~ __.. ,--, ,--, ,_., __. ',, WUNA TERE • ~ --\ GRAY TO RED BROWN SILTSTONE ... ,--, ,--, ,--, ,-, ,--, ' r-- MOTTLED BRECCIAlED CEMETED SANDS~M=,-,r~-=ff-._', 117 \ EXPLANA TlON: LOCATION OF fs1 DENSllY TEST Li,!J LIGHT BROWN SANDSTONE .·.· .·.·.· .. · . . . '-[j] \ -WHllE TO LIGHT BROWN CEMENlED SANDSTONE; ,; ,:,:,4:: ;,;}::;11 !_!~', \ ~~~~~lE SURFACE <\ ,,_ , ' ,_ _ '-.__ \ OF FAILURE DEBRIS J> I ~ .._ "':'--..\ ___ _ , ..._,._·/I."' - I -,_ 4 . / ~ f> • I ---~ f /> . I ~ \ -----.._ LIGHT BROWN SANDSTONE t>-, ,_ ' , . <'.! , OCCASIONAL SHELL FRAGMENTS , , ," . ~ ~ , <\ ; . , \ [lj .__, ·4-1 l>·, ~ ", 410 - p,.', 'ti, '~"4 \ ·, .. ,,·4·' \ , .. ·4-1 p.·, " '\ ·4, />·, ~- ··-········-· .. ::·····--~' 124 \ 122 ' ' '\ \ \ -430 -425 -420 -415 -410 405 WHITE TO LIGHT BROWN SANDSTONE '\: // (, {'= >)): I rn 123 '..\ I \ ~-\ --1---- (_ -405 BOTTOM OF TEST PIT 430 425 420 415 410 FlLL BROWN SIL 1Y SAND GRAIIEL BACKORAIN Willi 4" PERFORAlED PIPE TEST PIT 1 SECTION D-D SCALE: 1" = 5' ORIGINAL SURF ACE ' GREY SILTSTONE, LAMINATED :;;;:;;::::::::::::::::::. / 115 ' , LIGHT BROWN SANDSTONE .,,,.,_::.'.:.,.·::,_,/::,::)\,/: '· ~'8','J' , BROWN SIL 1Y SANDSTONE ·o,;,;,;,a,saa,saccc,accc,". 116 . WHITE AND BROWN CEMENTED SANDSTONE··;'·-:,··~,--:;·;;·~-2_1/2" \ --'\ ,--, ,-, ,-, ,--, ,--, , WA 1ER ,--,,,--,,--,,--,,,....-,,--, '-LINE GRAY AND RED BRO~ __,. ,,....-, ,........,. ,--, ,,..-,--, '-' \ LAMINA 1ED SILTSTONE ', APPROXIMA 1E SURF ACE ',, \ OF FAILURE DEBRIS CEMENlED MOTTI.ED BRECCIA • : ;-, , ~·,.a. . ,,: • • ~ ·.. ,,. ... ABUNDANT SHELL FRAGMENTS •· •. · ' • :· ' • ' ' , • ti~~l~~r~:LE z:_···•··ii•:,:F;i••- GRAY SILTSTONE CROSS BEDDING VISIBLE TAN TO RED BROWN SANDSTONE 1"-6" llilCK BEDS -:::: ----.... --... --... --... --... --... --... --...... ---------.... .-::-·-:-. :-·-.·. .... ,\ _______ i __ _ -'' [fil \ \ ',\\ \ \\ \ 119 I /_ __ , \ llil /120 \ -430 -425 -420 -415 -410 405 - \ ill I \ ~-----(_ -405 I -- GRAVEL BACKORAIN ___ ·-__ --_·_·--_· _'--_-;;-BOTTOM OF TEST PIT Willi •" PERFORATED PIPE TEST PIT 2 SECTION E-E SCALE: 1" = 5' 0 I/~ Y!Mlc S'ii'IUl'ii'llMID.IM lcliiil!illiiiilclcliUIMl!il & LAND SURVEYING 2441 SACADA CIRCLE, CARLSBAD, CA. 92009 (619) 943-0509 ACAD10 DWG: LOKER 6/29/93 95 TC4 455 - 445 - 435 - 425 - 415 - 405 - \_1ENSION CRACK (TYP.) - SECTION C-C SCALE: 1" = 10' ., L---1.5' ---* VARIES * PCC DITCH <D cl SECTION A-A & B-B SCALE: 1" = 1' l>,t.Z ;\i-11c--ELEV: 404.00 (ASSUMED) 0,3' @ A-A 0.45' @ B-B -455 -445 GRADING PLAN C-F LINE '--ii--.._ -43 5 '-II--... -425 -415 163 \ 164 \ 165 166 156 7 '--il-Z C -405 ., F CUT/Fill AS SHOWN _/c \ ON REFERENCED AS-GRADED GE01ECHNICAL REPORT BENCH MARK DES CR I PT I ON, ---'P'-'K-'--'-N'-"A,,,IL....s:IN'-"'A,.,. C,.,_. _,_N,.,O"-'R'-'-TH'-'---'O"'F_,,_S,,,,Ll"'DE.,_ __ LOCATION, ________________ _ RECORDED, ________________ _ ELEV AT I ON ,, __ .;,4,,_04:,:,.""0"'-0 _____ DATUM: NAO 27 + /- \ 168 180 0 20 50 \ \ ----- 169 170 y ,,.-(\ \ ~ ~,,>. <" ~ .. ~ ~ .. J.1X !,~').½ l. A \ A ½ \ 1.9X !,rfo 1 f ,, PLOT PLAN AND SURVEY HETI-IERINGTON ENGINEERING, INC. GE01ECHNICAL CONSULTANTS PROJECT NO. 1006.1 PLATE NO. 100 1