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Home My WebLink About2800 AVENIDA VALERA; RET WALLS; CB911298; PermitBUILDING PERMIT Permit No: CB911298 10/03/91 12:15 Project No: A9101626 Page 1 of 1 Development No ' Job Address: 2800 AVENIDA VALERA Str: F1: Ste: &/JS 76 Permit Type: RETAINING WALL Parcel No: Valuation: 268,164 Construction Type: NEW Occupancy Group: Class Code: Status: ISSUED Description: 20,628 SF CT 90-23 FAIRWAYS Applied: 09/13/91 Apr/Issue: 10/03/91 Validated By: DC Appl/Ownr : HARRIS FENCE COMPANY 714 !j97-4~~j,o/o3/?l of, 02 P 0 ROX 1677 C-QR)(T 32m.00 CHINO, CA 91708 *k* Fees Required k ed h Credits *** Adjustments: . 00 Total Fees: 780.00 ----------__-----___---- Fees : 1,278.00 Fee description Ext fee Data ____--__________ _----------_------_ Building Permit 1231.00 Plan Check 800. 00 Strong Motion Fee 27.00 * BUJLDLNG TOTAL 2058.00 CITY OF CARL- 20'75 Las palmns Dr., Carlsbad, CA 92009 (619) 438-1161 i I ... - -1* -- PERMIT APPLICATION City of Carlsbed Building Depertmnt 2075 La8 Palms Dr., Carlsbed, CA 92009 (619) 438-1161 A - U Commercial U New Building U Tenant Improvement B - 0 Industrial 0 New Building 0 Tenant Improvement C - 0 Residential 0 Apartment 0 Condo 0 Single Family Dwelling 0 AdditiotVAlteration 0 Duplex 0 Demolition 0 Relocation 0 Mobile Home 0 Electrical 0 Plumbing 0 Mechanical OPool 0 Spa PRetaining Wall OSolar OOther 2 PR~INpoRMATloN 71 - FOR OFFICE USE ONLY LEG- Lot No. Subdimion NamdNumber Unit No. Phase No. 0 2 Energy Cala Structural Cala Soils Report 0 1 Addressed Envelope DESCRIPTION OF WORK SQ. FT. goLL2fi 9 # OF SMRIES ADDRESS pfi bJ.4 )& 77 I i eren rom a piicantl ef "liftn&&+J CITY Cc-kM-u STATE Clf ZIPCODE $??fie DAY 7-47tY CITY LH.r.'UO STATE Kfi ZIPCODE 41 )L7@ DAYTELEPHONE '71 y 54 7 - $) 7/9 NAME F', cd 'j ~C**L/L - ADDRESS 5' 4 LLT L &% &'L: c*d 2PA' - A&, src.l-TL- 3- UAY Urn ADDRESS $'cy &>,t / CITY s a, STATE LA ZIP CODE 97/31 DAY TELEPHONE &/ 9 <4&, - Bee / -2.5 fLn-- ADDRESS & &?"r 16 7 7 cm [/pj'leS STATELY? ZIPCODE q(wg DAYTELEPHONE -?/q 97 -47/ 4I STATE LIC. #,23'c;i743;CbL-*-LICENsE CLASS d- - 2 9 CITY BUSINESS LIC. # E CITY STATE ZIP CODE DAY TELEPHONE STATE LIC. # Workers' Compensation Declaration: 1 hereby atlirm that I have a certificate of consent to selt-insure issued by the Director ot Industrial 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 filedwith the Building Ins*ion Department (Section 3800, Gb. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE Gemticate ot Exemption: 1 cemty that in the performance of the work for which this permit is ISSU~~, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE Owner-Builder Declaration: I hereby attirm that 1 am exempt trom the Contractor's hcense Law tor the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). I, as owner of the property, am exclusively contracting with licensed contractors toconstruct 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). 1 am exempt under Section (Sec. 7031.5 Busings 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 [SSOO]). 0 0 Business and Professions Code for this reason: SIGNATURE DATE COMEAL \ 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? Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? IF ANYOF THE ANSWERS ARE YES, A FINALCERTIFICATE OF OCCUPANCY MAY NOT BE lssuED MlERJULY 1,1989 UNLESS THEAPPIICANT HAS I hereby attirm that there is a construction lending agency tor the performance ot the work tor which this permit is issued [Sec 30971 I) Clwl code). DYES 0 NO OYES 0 NO UYES 0 NO OR IS MEH"G THE REjQuzREMMTs OP THE OFFICE OF EMERGENCYsERvIces ANDTHEAIRpoLurnoN amTRoLDIsIRKTI. LENDER'S NAME LENDER'S ADDRESS 1 certity that 1 have read the application and state that the above intormation IS correct. 1 agree to comply with all City ordinances 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. 1AlsoK;REETOSAVEINDEMNIFYANDKEEPHARMLESSTHE~OFCARISBADK;AlN~AU.~,JUDGIUMTS,oonS AND ExpwsESw" MAY IN ANY WAY ACCRUEAGAlNflsAlDCITYIN CONSEQUENCEOFTHE GRA"G0FTHIS PERIUlT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. ilding Official under the provisions of this Code shall expire by limitation and become null and void if the building or r authbrized bys L h pe I ommenced within 365 days from the date of such permit or if the building or work authorized by Expiration. Eve such pep or aFn t any f t' e after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). it issued by he APPLICAN S~GNATURE DATE: /,A% /L ' File YELLOW: Applicant PINK: Finance / * CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB911298 FOR 08/28/92 INSPECTOR AREA MP DESCRIPTION: 20,628 SF CT 90-23 FAIRWAYS PLANCK# CB911298 TYPE: RETAIN CONSTR. TYPE NEW APPLICANT: HARRIS FENCE COMPANY PHONE: 714 597-4714 OCC GRP JOB ADDRESS: 2800 AVENIDA VALERA STR: FL: STE : CONTRACTOR : OWNER: SPECIAL INSTRUCT: REMARKS: MH/438-0468 INSPECTOR TOTAL TIME: CD LVL DESCRIPTION 66 MA Grout . ***** INSPECTION HISTORY ***** DATE 082692 082692 082092 081292 081192 080492 080492 080392 073192 072192 062292 061292 061292 061092 060592 060392 060392 060292 051992 051492 051292 050892 050692 050692 043092 042892 042292 041792 041092 032092 022192 020492 DESCRIPTION Footing Grout Grout Footing Footing Footing Grout Grout Footing Footing Grout Grout Footing Footing Footing Footing Grout Footing Footing Grout Footing Footing Footing Footing Footing Footing Grout Grout Footing Footing Grout Footing ACT INSP AP MP AP MP AP MP AP TP PA TP AP MP AP MP AP MP AP MP AP MP AP MP AP MP AP MP AP MP AP MP AP MP AP MP NR MP AP MP AP MP AP MP AP MP AP MP AP MP AP MP ' AP MP AP MP AP MP AP MP AP MP AP MP AP MP COMMENTS LOT 48 21,22,24,38,44,3RD WALL RET WALL 77,78,79,82,83,87 77,78,79,82,83,84,87 LOT 38-44, 3RD WALL LOT 125,123,94,91,89 SEE INSP NOTES LOTS 21,22,24 SEE INSP NOTES LOT 122 138-144 2ND WALL LOT 122' 39-44 MIDDLE WALL ENTRANCE WALLS 138-143 2ND OF 3 WALLS 126,128,129,7,8 SOUND WALL @ IDTS 29-56 140-143, 122 LOT 129 7,8, ALL WALLS 126,128 40-43 UPPER TRIPLE WALL- LOT 22 PER WALL LX)T 816-27 LOTS #133,134,137,138 WALLS MARKED ON CARD LOT 130,133,134,137,138 LOT 139-144 LOT #ll, #14, #15 LOT #11 I I i i ! ! t , I i PERMIT NO.: INCOEtPOXtATED W 0 ADDITIONAL OBSERVATION REQUIRED # SUBSTANTIAL CONFORMANCE PLAN FILE NO.: ~ 0 PURPOSE OF OBSERVATION Verify soil conditions exposed are similar to those anticipated. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. ,# Verify footing excavations extend to minimum depth recommended in soil report. 0 0 0 Other: 7 0 APPLICABLE SOIL REPORT "LE!: 0 SOIL REPORT RECOMMENDATIONS BASED ON: DATE: 0 Expansion Condition; 0 VERY LOW 0 LOW OMEDIUM OHIGH 0 VERY HIGH 0 FillGeometry - Footing Depth: 0 12 INCHES 0 18 INCHES IJ 24 INCHES OTHER: Footing Reinforcement: 0 NO. 4 T&B 0 2N0.4 T&B 0 NO5 T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: zubstant id conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: 7 h.1 &3,A &fL 0; kso-iK/ E& 4/n, * MINIMUM FdLJNDATION RECOMIdENDATION 1 Y Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NO d 00 ERVATIONS: NOTE: IT IS ASSUMED THAT ALL MX)?ZNG EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND VT THE SOIL MOISTWW CONTENT WILL BE MAINTAINED. Nf. Ikf4.M SAaIrrC L fi;/$rk L61rc;I AF+. Mf l%.wll / AAiWiY -7 FIELD COPIES TO YEOCON REPRESENTATIVE FOUNDATION OBS ON REPORT FILE NO.: ,,?$ST P DATE: rS d ,1192 5d4 kp* FOUNDATION LOCATION (if not entire building) 0 ADDlTIONAL OBSERVATION REQUIRED PElRMlT NO.: PLAN FILE NO.: 1 I I @ SUBSTANTIAL CONFORMANCE ~~ 0 PURPOSEOF OBSERVATION #d @id 0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. CI Other: 0 APPLICABLE SOIL REPORT: TITLE: 0 SOIL REPORT RECOMMENDATIONS BASED ON. DATE: Expansion Condition; 0 VERY LOW 0 LOW BMEDNM aHIGH VERY HIGH 0 FillGeometry 0 Other: FootingDepth: 0121"~~ E318INcHEs O~~INCHES OTHER: Footing Reinforcement: 0 NO. 4 T&B 0 ZN0.4 T&B 0 NO5 T&B OTHER: Interior Slab Reinforcement: 0 6x610/10 0 6~6-6/6 0 NO. 3 @ 24 INCHES CI NO. 3 @ 18 INcJ3EB Slab Bedding Material and Thickness: Foundation Wid& If yes, identify and describe: 0 MINIMUM FOUNDATION RECOMMENDATION Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: met NO 0 b 0 OBSERVATIONS: d Substantial conformance with Soil Report (see "purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 COMMENTS: ~ ~ ___ ~~~ ~- NOTE: IT IS ASSUMED THAT U FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL+ PRIOR 'Iy) PLACING CONCREIB AND THAT THE SOIL MOISlWRE CONTENT WIU BE MAINTAINED. GEOCON PERMlT NO.: IN CORPORATE D 0 ADDITIONAL OBSERVATION REQUIRED PLAN FILE NO.: FOUNDATION OBSERVATION REPORT JOB NAME: FILE NO.: LOCATION: DATE: F/!s/q? FOUNDATION LOCATION (if not entire building) I I I SUBSTANTIAL CONFORMANCE e P WOSE OF OBSERVATION: Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 0 0 Other: 0 VERdHIGH n A 1 \ 0 Expansion Condition; 0 VERY LOW LOW OMEDIUM OHIGH bki.qiAe f &@ti-tc/ INIMUM FOU ATION RECOMMENDAkION Footing Depth: r2 INCHES 0 18 INCHES 0 24 IN;HES ’ OTHER Footing Reinforcement: 0 NO. 4 T&B 0 2-N0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6x6-10/10 0 6~6-6/6 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: \ 1 Vapor Barrier: Foundation Width: !3 F+FL w. e \ e FOUNDATION PLAN REVIEWED: YES 0 NO If yes, identify and describe: $ Substantial conformance with Soil Report (see “Purpose of Observation”). 0 Substantial conformance with Foundation Plans. e BSERVATIONS: 0 Other: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISrURE CONTENT IyVIu BE MAINTAINED. ni 1 d,f!w+*n - GEOC INCORPORATED FOUNDATION OBSERVATION REPORT 4 .- 0 ADDITIONAL OaSERVATION REQUIRED a SUBSTANTIAL CONFORMANCE * PERMIT NO.: PLAN FILE NO.: -r, ~~~ ~~~ .: e PURPOSE OF OBSERVATION: f{ Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. li tzi 0 $3 0 Ver6 slab reinforcement, sand beddhg and mbisture barrier comply with minimum recommended &I sod report. 0 Expansion Condition; 0 VERY LOW 0 LOW OMEDIUM OHIGH 0 VERY HIGH $> ! "( It. xi 0 FUGeonpetry : Footing Depth: 0 12 INCHES 0 18 INCHES 0 24 INCHES OTHER: Footing Reinforcement: 0 NO. 4 T&B 0 ZN0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6x6-10/10 0 6x6416 0 NO. 3 @ 24 INCHES NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: dother: ' &$ 1- OF kmAm '1 -'bsn?&*w ', rnF&n/+ MINIMUM FOUNDATION RECOMMENDATIOfi: Vapor Barrier: e FOUNDATION PLAN REVIEWED: YESF NO 0 If yes, identify and describe: mf lbc& PcjIbd &,/ #* VN'smLbX 4 PfJqC 0 OBSERVATIONS: B Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. *- 0 Other: I. NOTE: rr IS ASSUMED THAT ALL FOOTING E~CAVATJONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO I PLACING CONCRETE -- mdLD COPIES TO c* .. GEOCON INCORPORATED . P FOUNDATION OBSERVATION REP~RT f JOB NAME: /"R; hdAy5 f hy\ll5) FILE NO.: v854 - JL/ - @s LOCATION >;t?p%d! th7""5 a1 2227 DATE: 7-,47 - 94 I FOUNDATION LOCATION (if not entire building) * I PERMENO.: I PLANFILENO.: I 0 ADDITIONAL OBSERVATION REQUIRED I I 1 &UBSTANTIAL CONFORMANCE 0 PURPOSE OF OBSERVATION $l. ;pS '0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to mhimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 APPLICABLE SOIL REPORT. m: m7r3 LP? 7% fi : fiIXUY5 DATE: . >y.>> 0 SOIL REPORT RECOMMENDATIONS BASED ON 0 Emansion Condition; 0 VERY LOW 0 LOW OMEDIUM OHIGH 0 VERY HIGH 0 F~Geometry PI Other: /1/ry%&)e m[m ** CO/"A kC:r77 0 MINIMUM FOUNDATIQN RECOMMENDATION Footing Depth: 3 12 f8&&S 0 18 INCHES 0 24 INCHES OTHER Footing Reinforcement: 0 NO. 4 T&B 0 ZN0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: I 3 ;r~r d N;A - 0 FOUNDATION PLAN REVIEWED: If yes, identify and describe: Vapor Barrier: YES 0 NO34 - .. 0 OBSERVATIONS: ;1$ Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: NOTE: E IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISmTRE CONTENT ih FIELD COPIES TO GEOCON REPRESENTATIVE ? ~\wpjob\dmlt\fdwbrpt.frm (2/27/91) GEOCON INCORPORATED FOUNDATION OBSERVATION REPORT LOCATION: 3. f;/hsTkk &T ; GCfl ik WaTfib DATE: 7-21-32 p i:r;Mil7eRa FOUNDATION LOCATION (if not entire building) PERMIT NO.: 0 ADDlTIONAL OBSERVATION REQUIRED I PLANFILENO.: I. I I 1 SUBSTANTIAL CONFORMANCE 0 PURPOSE OF OBSERVATION: l& 0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. - 0 Other: 0 APPLICABLE SOIL REPORT "TrLE: TPkTd; /% ENhL T1 c Ff\ fit RmJS DATE: 0 SOIL REPORT RECOMMENDATIONS BASED ON: 0 Expansion Condition; 0 VERY LOW 0 LOW OMEDIUM OHIGH 0 VERY HIGH 0 FillGeometry 'gl Other: fillbbJ&\C&&-td3 &A c tfl 0 MINIMUM ON RECOMMENDATION i Footing Reinforcement: 0 NO. 4 T&B 0 2-N0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6x6616 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: 0 18 INCHES 0 24 INCHES OTHER 7 !3/- d I(. / Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NO34 0 OBSERVATIONS: Substantial conformance with Soil Report (see "Purpose of Observation"). Substantial conformance with Foundation Plans. 0 Other: 0 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOI!jTURE CO- BE MAINXAINED. I I 4. I GEOCON INCORPORATED b 1 FOUNDATION LOCATION (if not entire building) [7 ADDITIONAL OBSERVATION REQUIRED PERMIT NO.: PLAN F'ILE NO.: I I I VSUB!jTANTIAL CONFORMANCE 0 PURPOSE OF OBSERVATION l&. #h, Verify footing excavations extend to minimum depth recommended in soil report. 0 0 Verify soil conditions exposed are similar to those anticipated. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 Other: 0 APPLICABLE SOIL REPORT Tl"LE: Tk%h Ed., 78 5fi /cno &% L/AZWA Fh iRmL)I DATE!: 0 SOIL REPORT RECOMMENDATIONS BASED ON: 0 Expansion Condition; 0 VERY LOW 0 LOW 0 MEDIUM 0 HIGH 0 VERY HIGH mA4k MrC9 (AFALirr Footing 0 NO. 4 T&B 0 ZN0.4 T&B 0 NOS T&B OTHER 0 MINIMUM FOUNK)& ON RECOMMENDATION Footing Depth: &€E3 O18INCHES O24INCHES OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NO If yes, identify and describe: _-c-ccI 0 OBSERVATIONS: 'jd Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: 0 COMMENTS: NOTE: lT IS ASSUMED THAT ALL FOOTING EXCAVATIONS PLACING CONCRETE AND THAT THE SOIL MOISTURE CO OF LOOSE MATERIAL PRIOR TO Q) chk/ m .Ja#UBrn FIELD COPIES TO ax\wplob\draft\fdnobqkfrm (2/27/91) GEOCON INCORPORATED PERMIT NO.: FOUNDATION OBSERVATION REPORT 0 ADDlTIONAL OBSERVATION REQUIRED PLAN FILE NO.: e PURPOSE OF OBSERVATION ‘I& )d, 0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 Other: e APPLICABLE SOIL REPORT ?TIZE: ZMOL;M E ‘ddramg ,UJ b d35t.CLVATId EA /=54IQU! DATE: - “5 e SOIL REPORT RECOMMENDATIONS BASED ON XI. Other: fi IICIL.JA’~~C \1 /v9 &A L;7Y e MINIMUM FOUNDA ON RECOMMENDATION 0 Expansion Condition; 0 VERY LOW 0 LOW OMEDIUM 0 HIGH 0 VERY HIGH 0 FillGeometry Footing Depth: ?d i&cHES 0 18 INCHES 0 24 INCHES Footing Reinforcement: 0 NO. 4 T&B 0 2N0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6~64/6 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 JNCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: OTHER: Vapor Barrier: e FOUNDATION PLAN REVIEWED: YES 0 NO% e OBSERVATIONS: a Substantial conformance with Soil Report (see ”Purpose of Observation”). 0 Substantial conformance with Foundation Plans. 0 Other: e COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISlZTRE CONTENT (1) CtiuLK (I) zclhj brn, FIELD COPIES TO GEOCON REPRESENTATIVE =\wpw\dr~ (2/27/91) FOUNDATION OBSERVATION REPORT FILE NO.: 3UT .L 34uf I LOCATION 67b/w I /- l0tJ 2,4.5,& 7 / m92- JOB'NAME: FOUNDATION LOCATION (if not entire building) ~ ~~ I PERMITNO.: 1 0 ADDITIONAL OBSERVATION REQUIRED I PIANFILENO.: 1 I 1 $dSUBSI'ANTIAL CONFORMANCE PURPOSE OF OBSERVATION $f Verify soil conditions exposed are similar to those anticipated. Id 0 0 Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. O Other: 0 APPLICABLE SOIL REPORT 0 SOIL REPORT RECOMMENDATIONS BASED ON \ &@ rim Yknm 4 &?sn F&. Furvw.+ a DATE: TJ/u /ci4/ d Expansion Condition; VERY LOW LOW MEDIUM &HIGH 0 VERY HIGH v 0 FillGeometry 0 Other: Footing Depth: vi2 INCHES 0 18 INCHES 0 24 INCHES OTHER: Footing Reinforcement: 0 NO. 4 T&B 0 2-N0.4 T&B 0 NO5 T&B OTHER Interior Slab Reinforcement: 0 6~&10/10 6x646 0 NO. 3 @ 24 INCHES NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: MINIMUM FOUNDATION RECOMMENDATION Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NO 0 0 OBSERVATIONS: Ef Substantial conformance with Soil Report (see "Purpose of Observation"). Substantial conformance with Foundation Plans. Other: 0 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISI'URE CONTENT WILL BE MAINTAINED. - c' PERMIT NO.: GEOCON 0 ADDITIONAL OBSERVATION REQUIRED PIAN FILE NO.: 1 .I- INCORPORATED \1u FOUNDATION OBSERVATION REPORT I "4- JOB NAME: b?k#~lr;7*?iy&J $ FILENO.: 4 r. 3 4~- 3, -< -. ~ LOCATION:-/ j :n* &f w. 229, DATE: br 5? - ;f 3 FOUNDATION LOCATION (if not entire building) I I 1 SuBsTANTlAL CONFORMANCE e PURPOSE OF OBSERVATION: Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 0 0 Other: A4 #-! +&+&,( /-L F#.#.CM& g i J> I? ?J&* c\ e APPLICABLE SOIL REPORT: TITLE: DATE: 0 SOIL REPORT RECOMMENDATIONS BASED ON: 0 Expansion Condition; 0 VERY LOW LOW BMEDIUM OHIGH 0 VERY HIGH 0 FillGeometty 0 Other: Footing Depth: Epr12 INCHES 0 18 INCHES 0 24 INCHES OTHER: Footing Reinforcement: 0 NO. 4 T&B 0 2N0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6~&10/10 0 6~6-6/6 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: 0 MINIMUM FOUNDATION RECOMMENDATION: Vapor Barrier: FOUNDATION PLAN REVIEWED: YES 0 NO RI OBSERVATIONS: d Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: 0 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE +ND THAT THE SOIL MOISTUW CONTENT WIU BE MAINTAINE!D. J9 fi Sdklf& (Ti% )# ihAllc pLt.1Xykt L& FIELD COPIES TO '+ GE~CON REPRESENTATIVE -. __. i -4 GEOCON PERMIT NO.: - __~ INCORPORATED 0 ADDllTONAL, OBSERVATION REQUIRED PLAN FILE NO.: b FOUNDATION OBSERVATION REPORT JOB NAME: . A4 I FILENO.: 434T-zddr LOCATION: %%\#\4Jdk4 ThtoJ$k 44 (IM' 4 hi> L 2" J q~k) DATE: FOUNDATION LOCATION (if not entire building) 0 PURPOSE OF OBSERVATION: Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. &it 0 0 ~ ~ ~~ 0 APPLICABLE SOIL REPORT TITLE: 0 SOIL REPORT RECOMMENDATIONS BASED ON DATE: 0 Expansion Condition; 0 VERY LOW 0 LOW PMEDIUM OHIGH 0 VERY HIGH 0 FillGeometry 0 Other: Footing Depth: @ 12 INCHES 0 18 INCHES 0 24 INCHES OTHER Footing Reinforcement: 0 NO. 4 T&B 0 ZN0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6610/10 0 6S/6 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: 0 MINIMUM FOUNDATION RECOMMENDATION Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NO IB 0 OBSERVATIONS: Btl. Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOI- CONTENT WILL BE MAINTAINED. Jdhtl gi*&c, (Tt=c) C12U'k P&W c .. FIELD COPIES TO Z~EOCON REPRESENTATIVE GEOCON INCORPORATED FOUNDATION OBSERVATION REPORT JOB NAME: FUIJdM i 0 ADDITIONAL OBSERVATION REQUIRED PERMIT NO.: PLAN FILE NO.: 1 I I rl$)SUBSTANTIAL CONFORhIANCE 0 PURPOSE OF OBSERVATION jd 5 0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 Other: 0 APPLICABLE SOIL REPORT: TITLE: 0 SOIL REPORT RECOMMENDATIONS BASED ON: 0 Expansion Condition; 0 VERY LOW 0 LOW 0 MEDIUM 0 HIGH 0 VERY HIGH 0 FillGeometry 0 Other: Footing Depth: $Pi2 INCHES 0 18 INCHES 0 24 INCHES OTHER Footing Reinforcement: NO. 4 T&B 0 2N0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundqtion Width: If yes, identify and describe: 0 MINIMUM FOUNDATION RECOMMENDATION: Vapor Barrier: e FOUNDATION PLAN REVIEWED: YES 0 Nom I 0 OBSERVATIONS: El Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. Other: 0 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO SOIL MOISTURFi CONTENT WILL BE MAINTAINED. ', I FIELD COPIES TO GEOCON REPRESENTATIVE ,J GEWON INCORPORATED # b 0 ADDlTIONAL OBSERVATION REQUIRED PERMIT NO.: PLAN FILE NO.: 1 I I @ SUBSTANTIAL CONFORMANCE ~ 0 PURPOSE OF OBSERVATION g! s] 0 0 0 Other: Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 APPLICABLE SOIL REPORT TITLE: 0 SOIL REPORT RECOMMENDATIONS BASED ON: DATE: OVERYLOW OLOW #MEDIUM CIHIGH, OVERY GH P O Expansion Condition; 0 FillGeometry 0 Other: Footing Depth: El 12 INCHES 0 18 INCHES 0 24 INCHES OTHER Footing Reinforcement: 0 NO. 4 T&B 0 ZN0.4 T&B 0 N0.5 T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: 0 MINIMUM FOUNDATION RECOMMENDATION Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES m NO - 0 OBSERVATIONS: ,@ Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: 0 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATE- PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED. m\wpjob\dnft\fdmbrpt.Crm (2/27/91) GEWON INCORPORATED FOUNDATION OBSERVATION REPORT FOUNDATION LOCATION (if not entire building) - 0 ADDITIONAL OBSERVATION REQUIRED PERMlT NO.: PLAN FILE NO.: I I I t2hB!sTANTIAL CONFORMANCE PURPOSE OF OBSERVATION: W Verify soil conditions exposed are similar to those anticipated. @. Verify footing excavations extend to minimum depth recommended in soil report. 0 Verify foundation reinforcement complies with minimum recommended in soil report. 0 Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 Other: APPLICABLE SOIL REPORT "LE: SOIL REPORT RECOMMENDATIONS BASED ON: fiflALT!O f& M&d 5tTe G eOTQcIJdr &C TfJVuZ 3ATr d DATE: 0 Expansion Condition; 0 VERY LOW 0 LOW 0 MEDIUM 0 HIGH 0 VERY HIGH 0 FillGeometry I Footing Depth: B 12 INCHES 0 18 INCHES 0 24 IN& OTHER: 7 70 3kf I Footing Reinforcement: 0 NO. 4 T&B 0 2N0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6x6-10/10 0 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: 0 Other: fillbdd31e &Ad. id9 C~A c ITi/ -c / 0 MINIMUM FOUNDATION RECOMMENDATION: Vapor Barrier: FOUNDATION PLAN REVIEWED: YES 0 NO# OBSERVATIONS: Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: NOTE: lT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISIWRE CO- BE VAINED. FIELD COPIES TO GEOCON REPRESENTATIVE? GEOCON INCORPORATED - .,. FOUNDATION OBSERVATION REPORT FILE NO.: 4345 3435 JOB NAME: FA'' d4Y( FOUNDATION LOCATION (if not enth-e building) 0 ADDITIONAL OBSERVATION REQUIRED PERMlT NO.: PLAN FILE NO.: 1 I I $ SUBSTANTLAL CONFORMANCE 0 PURPOSE OF OBSERVATION B ,0' 0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 Other: 0 APPLICABLE SOIL REPORT TITLE: 0 SOIL REPORT RECOMMENDATIONS BASED ON. DATE!: 0 Expansion Condition; 0 VERY LOW LOW a MEDIUM 0 HIGH 0 VERY HIGH FillGeometry 0 Other: Footing Depth: ,H 12 INCHES 18 INCHES 0 24 INCHES OTHER Footing Reinforcement: 0 NO. 4 T&B 0 2N0.4 T&B 0 N0.5 T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: e MINIMUM FOUNDATION RECOMMENDATION Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NO d 0 OBSERVATIONS: d Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: 0 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOIsruRE CONTENT WILL BE MAINTAINED. n:\wpjob\draft\fdnobtpt.fm (2/27/91) GEWON INCORPORATED TJ 0 ADDlTIONAL OBSERVATION -RED PERMIT NO.: PLAN FILE NO.: 1 I I ISSUBSTANTIAL CONFORMANCE ; ,r 0 PURPOSE OF OBSERVATION p' B 0 0 0 Other: Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 APPLICABLE SOIL REPORT TITLE: 0 SOIL REPORT RECOMMENDATIONS BASED ON: DATE: 0 Expansion Condition; VERY LOW LOW @MEDIUM 0 HIGH 0 VERY HIGH 0 FiJlGeometry 0 Other: Footing Depth: 12 INCHES 0 18 INCHES 24 INCHES OTHER Footing Reinforcement: NO. 4 T&B 0 2-N0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: 0 MINIMUM FOUNDATION RECOMMENDATION Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NO 0 0 OBSERVATIONS: Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: -+ IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISmTRE CONTENT WILL BE hIAINTAINED. J 2/:,1 7; (i, f f- I e' f /p / 4 (y") fk, n:\wplob\draR\fdaob@frm (2/27/91) GEOCON INCORPORATED b I PERMlTNO.: I 0 ADDITIONAL OBSERVATION REQUIRED I PLANFILENO.: I I 1 FSUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION @ JZf 0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Ver* slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. - 0 Other: APPLICABLE SOIL REPORT "LE: SOIL REPORT RECOMMENDATIONS BASED ON: DATE: 0 Expansion Condition; 0 VERY LOW 0 LOW fl MEDIUM 0 HIGH 0 VERY HIGH 0 FillGeometry 0 Other: Footing Depth: @ 12 INCHES 0 18 INCHES 0 24 INCHES OTHER hAfi H Footing Reinforcement: 0 NO. 4 T&B 0 ZN0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6x646 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: MINIMUM FOUNDATION RECOMMENDATION f Vapor Barrier: FOUNDATION PLAN REVIEWED: YES NO If OBSERVATIONS: 0 Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: COMMENTS: '. NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISfhJ3 CONTENT WILL BE MAINTAINED. FOUNDATION OBSERVATION REPORT FILE NO.: 5/? 5/(1 - 340F &c /34-/3?./34. /3 3 DATE: V/$/3z 9/3 8 - FOUNDATION LOCATION (if not entire building) 0 ADDITIONAL OBSERVATION REQUIRED PERMIT NO.: PLAN FILE NO.: I I JNUBSTANTIAL CONFORMANCE ~~ ____~ ~~~~~ 0 P RPOSE OF OBSERVATION Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 0 Other: 0 APPLICABLE SOIL REPORT TITLE: 0 SOIL REPORT RECOMMENDATIONS BASED ON: DATE: 0 Expansion Condition; VERY LOW LOW ,&MEDIUM p HIGH VERY HIGH FillGeometry 0 Other: Footing Depth: l$12 INCHES 0 18 INCHES 0 24 INCHES OTHER Footing Reinforcement: 0 NO. 4 T&B 0 ZN0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6~6-10/10 0 6~6-6/6 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: 0 MINIMUM FOUNDATION RECOMMENDATION: Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NOS 0 0 SERVATIONS: 2 Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: 0 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCREIX AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED. x\wpiob\draft\fdnobpt.frm (2/27/91) FOUNDATION OBSERVATION REPORT a 0 ADDlTIONAL OBSERVATION REQUIRED PERMIT NO.: PLAN FILE NO.: I I i c e' 0 PURPOSE OF OBSERVATION. B] 0 0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil re rt. recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minim 8 w 0 DP&IC+S~SOIL REPORT mz~: 0 SOIL WEPORT RECOMMENDATIONS BASED ON DATE: -* 0 ExpansionCondition; OWRYLOW OLOW MEDIUM @HIGH 0 VERY HIGH FootingDepth: 0 12I"ES 0 18INCHES OUI"ES OTHER: Footing Reinforcement: 0 NO. 4 T8d3 0 2NO.4 T&B 0 NOS T&B OTHER: i Interior Slab Reinfofcement: 0 6x6-10/10 0 6~6-6/6 0 NO. 3 @ 24 INCHES 0 No. 3 @ 18 INCHES Foundation Width: If yes, identify and dmi: Slab Bedding MaterihI and Thickness: d" Vapor Barrier: FOUNDATION PLAN REVIEWED: YES0 NOPl OBSERVATIONS: 0 Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 Other: 0 COMMENTS: I NOTE: IT IS ASSUMED THAT AWL FOOTLNG EXCAVATIONS WILL BE CLEANED OFLQOSE MATERIAL PRIOR TO 0 0 GEOCON INCORPORATED PERMIT NO.: FOUNDATION OBSERVAmON REPORT 0 ADDITIONAL OBSERVATION REQUIRED PLAN FILE NO.: JiifsU-BsTANTIAL CONFORMANCE! LOCATION: DATE: 1/28/92 FOUNDATION LOCATION (if not entire building) lof /4,, /TmA // 0 PURPOSE OF OBSERVATION a 0 0 0 Verify soil conditions exposed are similar to those anticipated. Verify footing excavations extend to minimum depth recommended in soil report. Verify foundation reinforcement complies with minimum recommended in soil report. Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report. 0 APPLICABLE SOIL REPORT "lTLE: 46- 1. /fiVq-l* ,f3 DAmY 7!7 37 0 SOIL REPORT RECOMMENDATIONS BASED ON: 0 Expansion Condition; 0 VERY LOW a LOW $]MEDIUM OHIGH 0 VERY HIGH 0 FiU-Geometry 0 Other: Footing Depth: 12 INCHES 0 18 INCHES 24 INCHES OTHER: Footing Reinforcement: 0 NO. 4 T&B 0 ZN0.4 T&B 0 NOS T&B OTHER Interior Slab Reinforcement: 0 6xtL10/10 0 6x64/6 0 NO. 3 @ 24 INCHES 0 NO. 3 @ 18 INCHES Slab Bedding Material and Thickness: Foundation Width: If yes, identify and describe: 0 MINIMUM FOUNDATION RECOMMENDATION Vapor Barrier: 0 FOUNDATION PLAN REVIEWED: YES 0 NO RI 0 OBSERVATIONS: I3 Substantial conformance with Soil Report (see "Purpose of Observation"). 0 Substantial conformance with Foundation Plans. 0 COMMENTS: NOTE: lT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE! MAINTAINED. F'IELD COPIES TO GEOCON REPRESENTATIVE 7 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 lO/Z k/ ,j&&&CTTON: -RCS4AQ UPLAN CHECKER DATE : OFILE COPY PLAN CHECK NO: 41 - I Z?& SET: sups TIDESIGNER '--I PROJECT ADDRESS: &€&/ DA V&&U 0 @ cl ci ci 0 M cl 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 iurisdiction's building codes when minor deficien- - cies identified Bum are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone # By: ?Etf /=/SC&K Enclosures: ESGIL CORPORATION COG OGA OAA ORN DDM ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DI EGO, CA 92 123 (619) 5601468 , DATE : ?/w /4/ PLAN CHECK NO: 91- lZ98 SET: 1 OUPS JURISDICTION: WCS BAD C~FILE COPY !-j - DES IGNER PROJECT ADDRESS : 2800 W€ DA VALFRA The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: SEClCY UVdY . c/o HQCI3 fPNtC PO 60% 167' c HlUO CA 71706 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff - did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone # REMARKS : 206- d OF MErfO/llrfY fZ€TAl#*d€- t-Mt < By : ?€E fdCMK Enclosures: ESGIL CORPORATION qh6 CJGA OAA URN IJDM + JURISDICTION: PLAN CHECK NO.: 9/-/29d = Date plan check completed: 9/29 By: ?€E FtSCCI-fn c 4 6 Ls 6 A I> Date plans received by plan checker: 9 // 6 hi PROJECI: ADDRESS: 2800 AYhNl3A ~ACEKA / To: PLAN CORRECTION SHEFll FOREWORD: PLEASEREAD Plan .check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items shown below need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. regulations. A. PLANS Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. ESGIC cow OR Have changes been made to the plans not resulting from this correction list? Please CfKCS BAD 6WG lXPT check. Please make all corrections on the original 01 tracings and submit two new sets of prints, a, to: .. I To facilitate checking, please identify, next Yes No @ to each item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. I I - The soils engineer recommended thathe/she . review the foundation excavations. Note on - the foundation plan that "Prior to the contractor requesting a Building Department - foundation inspection, the soils engineer shall advise the building official in writing -. - that: 1. 2. The utility trenches have been properly 3. The foundation excavations comply with The building pad was prepared in accordance with the soils report, backfilled and compacted, and the intent of the soils report". ~~ ~~ ~~~ ~ Provide a letter from the soils engineer confirming that the - , grading plan and specifications have been reviewed and it has been determined that the recoaarmndations in the soils report are properly incorporated into the construction documents (m required by the soil report). 1 :J I 1 1 1 J 1 1 1 1 1 1 rJ '1 iJ 1 1 3 File No. D-4345-HOl . July 7, 1'189 Pnomxo RETAINIMG WALL OPEN GRAOED I' MAX. AGGREGATE PROPOSED FOOTING NO SCALE - .- RETAINING WALL DRAINAGE DETAIL - FAIRWAYS CARLSBAD, CALIFORNIA Figure 13 Air Conditioning Commercial . Prepared by1 ?F I I@ VALUATTON AND PLAN CHECK FEE Residential I Res. or Corn. Fire Sprinklers 0 Bldg. Dept. 0 Esgil @ @ PLAN CHECK NO. BUILDING ADDRESS 2800 A+WI3A VAL= APPLICANT/CONTACT PHONE NO. BUILDING OCCUPANCY c TYPE OF CONSTRUCTION. - CONTRACTOR PHONE 91 - 1253 DESIGNER PHONE I SUILDTNG PORTION \BUILDING AREA lVALUATION 1 VALUE I 1 1 Total Value I J /1.3ro0 . Building Permit Fee S- 800 ET Plan Check Fee $ s C 0 M MEN TS; SHEET OF I 12/87 c al ul a a -1 BUILDING PLANCHECK 13 ENGINEERING CHECKLIST n DATE : In- 1-41 MI ITEM INCOMPLETE NEEDS YOUR ACTION SNR TDD ccc HHH EEE KKK Elon do0 nnn PROJECT ID: LEGAJi RmW Site Plan 1. Provide a fully dimensioned site plan drawn to scale. Show: north arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimension setbacks. 2. Show on site plan: Finish floor elevations, pad elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway with percent (%) grade and drainage patterns. 3. Provide legal description and Assessors Parcel Number. Discretionarv Amrov mdiance ?iAi 4. No Discretiona~la~~rovals were required. 5. Project complies with all Engineering Conditions of Approval for Project No. Project does not comply with the following Engineering Conditions of Approval for Project No. 6. Conditions complied with by: On 7. Field review completed. No issues raised. 8. Field review completed. The following issues or Date : Field Review discrepancies with the site plan were found: A. Site lacks adequate public improvements B. Existing drainage improvements not shown or in C. Site is served by overhead power lines. conflict with site plan. P: \DOCS\Hl SFORHS\FRU0010 .OH REV. 02/27/91 D. E. F. Grading is required to access site, create pad or provide for ultimate street improvement. Site access visibility problems exist. Provide onsite turnaround or engineered solution to problem. Other: Dedication Reauirements 9. No dedication required. rn rn 10. Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8#Ig x 11" plat map and submit with a title report and the required processing fee. All easement documents must be approved and signed by owner (s) prior to issuance of Building Permit. The description of the dedication is as follows: Dedication completed, Date By: Imrovement Re ire 11. No p~lic~np~ovements required. SPECIAL NOTE: Damaaed or defective imDrovements f ound adjacent to buildina site must be reDaired to the satisfact ion of the City insnector Drior to OCCUD ancv . 12. public improvements required. This project requires construction of public improvements pursuant to Section 18.40 of the City Code. Please have a registered Civil Engineer prepare appropriate improvement plans and submit for separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. The required improvements are: Improvement plans signed, Date: by: P: \DOCS\WI SFORMS\FRWOOlO.DH REV. 02/27/91 > 7 cl 13. Improvements improvements 18.40 of the deferral of recent title are required. Construction of the public may be deferred in accordance with Section City Code. Please submit a letter requesting the required improvements together with a report on the property and the appropriate -- processing fee -so we may prepare -the necessary Future Improvement Agreement. The Future Improvement Agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future Improvement Agreement completed, Date: By: 13a. Inadequate information available on site plan to make a determination on grading requirements. Please provide more detailed proposed and existing elevations and contours. Include accurate estimates of the grading quantities (cut, fill, import, export). On 14. No grading required as determined by the information provided on the site plan. @fn 15. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted for separate plan check and approval through the Engineering Department. NOTE: The Gra dina Permit mu st be issued and aradina substantiallv comrilete and found acceptable to the Citv Insriector prior to issuance of Buildina Permits. Grading Inspector sign off. Date: by: Miscellaneous Permits do 16. 17. 18. CKm 19. do0 20. Right-of-way Permit not required. Right-of-way Permit required. A separate Right-of-way Permit issued by the Engineering Department is required for the following: Sewer Permit is not required. Sewer Permit is required. A sewer Permit is required concurrent with Building Permit issuance. The fee required is noted below in the fees section. Industrial Waste Permit is not required. P:\DOCS\WISFORWS\FRWOOlO.DH REV. 02/27/91 ? 21. Industrial Waste Permit is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Building Permits. Permits must be issued prior to occupancy. 0 0 0 0 0 0 Industrial Waster Permit accepted - 23. Traffic Impact Fee 24. Bridge and Thorough fare Fee 25. Public Facilities Fee required. 26. Facilities Management Fee Zone: Fee: 27. Sewer Fees Permit No. EDU's Fee Per Unit: Total Fee: Fee Per Unit: Total Fee: Benefit Area: Fee: 28. Sewer Lateral Required: Date : By: Fee : 0 29. REMARKS: P:\DOCS\MISFORMS\FRMOOlO.DH ENGINEERING AUTHORIZATION TO IBBUg PERMIT BY: DATE : /& 1- 91 Y REV. 02/27/91 Type of Project and Use &&&u FAL -m &A6 Mu1 Zone Facilities Management Zone 4 @I Item Complete cl Item Incomplete - Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified dl 0 Environmental Review Required: YES - NO p( TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval APPROVAWRESO. NO. DATE: PROJECT NO. go- 23 OTHER RELATED CASES: Compliance with conditions of approval? tf not, state conditions which require action. Conditions of Approval do california~camrmssl 'on Pdt ReqW YES - NO DATE OF APPROVAL: San Diego Coast District, 3111 Camino Del Rio South, Suite 200, San Diego, CA. 92108-1725 (619) 521 -8036 Compliance with conditions of approval? U not, state conditions which require action. Conditions of Approval & kudscapc Plan Rtquircd: YES - NO /x See attached suhnal requirements for landscape plans Site Plan: da do , 17 cl Provide a fully dimensioned site plan drawn to scale. Show: NG~: anow, properry lines, easements, existing and proposed str:c:l::2s. streets, exisung street improvements, right-of-way :viCrh 3:: dimens io ned set backs. 2. Show on Site Plan: Finish floor elevations, elevations oi ihsh Fact adjacent ro building, existing topographical lines, existing ani ;::;c,s?: stopes and driveway. 3. Provide legal description of propeny. 4. Protide assessor's parcel number. 1. Setbacks: 2. 3. Front: Int. side: Street Side: Rear: Lot coverage: Height: Requitcd Required Required Required Required Required - Shown Shown Shown Shown - - Shown Shown 4. Parking: Spaces Rquird - Shown Guest Spaces Requited - Shown PWCKFRM ,h % . CARLSBAD TRACT 90-23 w:o. DATE 8-9-91 RETAINING WALL DETAIL LEVEL BACKFILL M.7.S. 8' €XP /2-31-93 '- SPECIFICATIONS CONCRETE : PORTLAND CEMENT PER ASTM C 150, f'c = 2000 PSI @ 28 DAYS CEMENT TYPE PER SOILS ENGINEER'S RECOMMENDATION REINF. STEEL: DEFORMED BILLET STEEL BARS, GRADE 40 PER ASTM A 615 CONCRETE BLOCK: GRADE "N" HOLLOW UNIT BLOCK PER ASTM C 90, BLOCK TYPE, COLOR AND/OR ARCHITECTURAL FINISH PER LANDSCAPE PLANS MORTAR: TYPE "S" PER ASTM C 270 1/2 PART LIME PUTTY 1 PART CEMENT 4 1/2 PARTS SAND GROUT : CONFORMING TO ASTM C 476 1 PART CEMENT GROUT SHALL BE OF FLUID 3 PARTS SAND CONSISTENCY 2 PARTS PEA GRAVEL NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. GROUT SOLID CELLS WITH REINF. & PORTION RETAINING. ALL FOOTINGS SHALL BE POURED ON UNDISTURBED GROUND OR UNDISTURBED ENGINEERED COMPACTED FILL. WALL SHALL BE LAID TRUE AND PLUMB. PROVISIONS SHALL BE MADE FOR ADJOINING CONSTRUCTION. ALL SPLICES SHALL BE 48 BAR DIAMETERS. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE 1988 UNIFORM BUILDING CODE AND A.C.I. STANDARD 381-83. ALL BARS SHALL BE BENT COLD. CONTRACTOR SHALL VERIFY COMPATIBILITY OF DESIGN WITH EXISTING CONDITIONS PRIOR TO PLACEMENT OF FOOTING STEEL. BACKFILL SHALL BE PER SOILS ENGINEER'S RECOMMENDATIONS. 10. SUBDRAIN SHALL BE 4" PERFORATED PVC SCHEDULE 40 PIPE WITH 2" PVC OUTLET PIPE AT 10'-0" MAXIMUM (THRU CELL NOT CONTAINING STEEL) PLACE 1 CF/LF OF GRAVEL AROUND PIPE. 'Vi? STEPPED FOOTING DETAIL ALT. # 1 NOTE: T/E MITH #Z Tf& MIRE ALL ALL LAPS. STEPPED FOOTING DETAIL ALT. 8 2 h / Hbnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 2' RET. WALL W/ LEVEL BACKFIL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 Allowable Bearing = 2,000 psf Axial DL on Stem - - 0 plf . 0 Plf Active Lateral = 30.0 psf Axial LL on Stem - - 0.0 psf ..... Slope Active = 0.0 psf ..... Max. Active - - ' 0 psf Surcharge over Toe - Backfill Slope - - 0.O:l Surcharge over Heel = 0.0 psf ................................................................................ ADDED VERTICAL LOADS ------ ---------- SOIL DATA ------------- ------ - ... Ecc. (Toe side +) = 0.00 in (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe - Lateral Load Acting . . .Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Addl1 Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft ' At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Heel Width = 1.00 ft Wall Ht. above soil = 0.00 ft = 1.33 ft Key Depth = 0.00 in Total Width Key Width = 0.00 in Thickness = 12.00 in ADJACENT FOOTING -------- -------- - 0 plf ------ ADDED LATERAL LOADS ------- Vertical load - 6.0 in - Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... Retained Height = 2.00 ft Toe Width = 0.33 ft ------- Key Dist. to Toe = 0.000 ft ............................... ------------___________________ SUMMARY ................................ Pressure @ Toe - - 633 psf Factors of Safety: Pressure @ Heel - - 40 psf Overturning = 2.78 :1 Allowable Press. = 2,000 psf Sliding = 3.62 :1 Eccentricity = 2.34 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.q ps+ Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 0.0 ps1 ........................................................................ ............................. SLIDING CHECK .............................. 101.3 # Soil @ Toe Not Used = 12.00 in (-) Passive Pressure = 187.5 # 178.9 # Factor of Safety = 3.62 (-) Friction - Ftq/Soil Friction = 0.400 Lateral Pressure - - - o# - Addl1 Force Req'd - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f'c - - 2,000 psi ACI 9.1 Pressure = 886 56 psf Fy = 40,000 psi Mu - Upward - - 44 20 ft-# Using SP @ Heel : Yes Rebar Choices -------- Mu - Downward - Mu - Design - 28 48 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 0.00 0.00 psi #5 @ 28.70 in 28.70 in vn=2(f1c)1/2*.85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9-00 in #8 @ 48.00 in 48.00 in Ru = Mu/bdA2 - - 0.4 0.7 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in 68 ft-# -------- 16 - - Hinsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 2' RET. WALL W/ LEVEL BACKFIL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C)1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 e-------------- Stem Designs -------------- > Stem Construction Data e At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. : Masonry Thickness (nominal) = 6.00 in #4 Rebar Size - Rebar Spacing = 32.00 in Rebar Placed at Edge DESIGN DATA.............................................................. = 0.161 Lateral Load @ Ht. - 56 # fb/Fb + fa/Fa MOMENT..... Allowable = 244 ft-# SHEAR...... Allowable = 19.36 PS?- Actual - 0.84 PSl 54.0 PSf - - Actual - - 39 ftT# - Embedment Length Reqld = 12.00 Rebar Depth - - 2.75 in Wall Weight MASONRY DATA............................................................. Fs = 20,000 PSI - - f Irn = 1,500 Psi Grouting Full Special Inspection No n : Es / Em = 25.78 1.00 Short Term Increase - f'c - FY - CONCRETE DATA............................................................ Psi - PSI - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- ----- --------- Heel Active Press. = 135 1.00 135 Soil over Heel - - 120 1.08 130 Toe Active Press. = -34 0.50 -17 Soil over Toe - - 20 0.17 3 . Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 0 0.00 0 108 0.58 63 Load @ Proj. Wall = Averaged Stem Wts. = Added Lateral Load = 0 0.00 0 Footin7 Weight - - 199 0.67 133 Key Weight - - 0 0.00 0 Vert. Componant of = 0 0.00 . 0 --------- --------- -------- Active Press. --------- TOTALS - 101 118 447 328 !--->> Distances from front edge of footing bottom (not key) --------- - --------- --------- -------- 'Hbnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 4' RET. WALL W/ LEVEL BACKFIL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - - 0.0 psf ..... Slope Active = 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - Backfill Slope - - 0.O:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stem ... Ecc. (Toe side +) = 0.00 in (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning (3 Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe - Lateral Load Acting . . .Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 4.00 ft Toe Width = 0.75 ft = 1.50 ft Wall Ht. above soil = 0.00 ft Heel Width Key Depth = 0.00 in Total Width = 2.25 ft Key Width = 0.00 in Thickness = 12.00 in -------- ADJACENT FOOTING -------- - 0 plf 6.0 in - ------ ADDED LATERAL LOADS ------- Vertical load - Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... - - - - - - - Key Dist. to Toe = 0.000 ft ---------------________________ ---------------________________ SUMMARY ................................ Pressure (3 Toe - - 912 psf Factors of Safety: Pressure (3 Heel - - 15 psf Overturning = 2.31 :1 Eccentricity = 4.36 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 0.6 psi Allowable Press. = 2,000 psf Sliding = 1.77 :1 ------------------______________________-------------------------------- ------------------______________________-------------------------------- I ............................. SLIDING CHECK .............................. 341.3 # Soil @ Toe Not Used = 12.00 in (-) Passive Pressure = 187.5 # 417.0 # - Ftq/Soil Friction = 0.400 Lateral Pressure - Factor of Safety = 1.77 (-) Friction - Addl1 Force Reqld - - o# - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f 'c - - 2,000 psi ACI 9.1 Pressure = 1,276 21 psf Fy = 40,000 psi Mu - Upward - - 320 61 ft-# Using SP (3 Heel : Yes Mu - Downward - 83 306 ft-# -------- Rebar Choices -------- Mu - Design - 237 245 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 0.00 0.65 psi #5 (3 28.70 in 28.70 in vn=2(fgc)1/2*.85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bd^2 - - 3.3 3.4 #9 (3 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in - - . Hbnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 4' RET. WALL W/ LEVEL BACKFIL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 2.00 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Thickness (nominal) = 6.00 8.00 in Rebar Size - #4 #4 Rebar Spacing = 32.00 16.00 in Rebar Placed at Edge Edge DESIGN DATA.............................................................. = 0.164 0.353 Lateral Load @ Ht. - 60 236 # fb/Fb + fa/Fa MOMENT..... Allowable = 244 905 ft-# Actual - - 40 3 19 ft-# Actual - 0.89 2.59 PSl 54.0 76.0 PSf - - SHEAR...... Allowable = 19.36 19.36 Psi Embedment Length Req'd = 12.00 12.00 Rebar Depth - - 2.75 5.25 in Wall Weight MASONRY DATA............................................................. Fs = 20,000 20,000 PSl - - - f 'm = 1,500 1,500 Psi Grouting Full Full Special Inspection No No n : Es / Em = 25.78 25.78 Short Term Increase - 1.00 1.00 f 'c - FY - CONCRETE DATA............................................................ PS: - PSl - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# Heel Active Press. = 375 1.67 625 Soil over Heel - 400 1.83 733 Toe Active Press. = -34 0.50 -17 Soil over Toe - 45 0.38 17 . Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 260 1.05 273 Added Lateral Load = 0 0.00 0 Footin9 Weight - 337 1.13 380 Key Weight - 0 0.00 0 Vert. Componant of = 0 0.00 0 ---------------- -------- ------ --------- ------- ----- --------- - - - - - --------- -------- --------- Active Press. --------- TOTALS - 608 1,042 1,403 341 !--->> Distances from front edge of footing bottom (not key) --------- - --------- --------- -------- c * , CARLSBAD TRACT 90-23 I "B "6AR - SOLID GROUT ALL CELLS CONTAINING REINF. & RETAINING PORTION .- I . RET. WALL W/ 5' SCREEN WALL Hbnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 2'-8" RET. W/ 5' SCREEN WALL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - 0.0 psf ..... Slope Active = 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - - - 0.O:l Surcharge over Heel = 0.0 psf ................................................................................ ADDED VERTICAL LOADS ------ ---------- SOIL DATA ------------- ------ Allowable Bearing = 2,000 psf Axial DL on Stern ... Ecc. (Toe side +) = 0.00 in - Backfill Slope Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No ADJACENT FOOTING -------- - - 6.0 in - - - - - - - - Soil Ht over Toe Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 15.00 psf Footing Width (perp) = 0.00 ft = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line (horiz:vert,O=Level) Using Surcharge to resist Vertical load - - 0 plf ADDED LATERAL LOADS ------- ------ Ftg. CL to Wall ............................ WALL & FOOTING DATA ......................... Retained Height = 2.67 ft Toe Width = 1.00 ft Wall Ht. above soil = 5.00 ft Heel Width = 1.58 ft = 2.58 ft = 0.00 in Thickness = 12.00 in ------- Key Depth = 0.00 in Total Width Key Width Key Dist. to Toe = 0.000 ft SUMMARY ................................ --------_--_-__________________ -----------_-_-________________ Pressure @ Toe - 886 psf Factors of Safety: Allowable Press. = 2,000 psf Sliding = 2.63 :1 Eccentricity = 5.25 in Resultant Outside Middle Third 1-Way Shear @ Toe = 2.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 1.0 psi - Pressure @ Heel - - 0 psf Overturning = 2.39 :1 ------__________________________________-~-,------------ _____________ ------__________________________________-------------.------------------- I ............................. SLIDING CHECK .............................. 243.3 # (-) Passive Pressure = 187.5 # - Ftq/Soil Friction = 0.400 Lateral Pressure - . Factor of Safety = 2.63 (-) Friction - Add'l Force Req'd - 453.0 # o# - Soil @ Toe Not Used = 12.00 in - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f 'c - - 2,000 psi ACI 9.1 Pressure = 1,240 0 psf Fy = 40,000 psi Mu - Upward - - 539 57 ft-# Using SP @ Heel : Yes Mu - Downward - 147 275 ft-# -------- Rebar Choices -------- Mu - Design - 392 218 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 2.05 0.95 psi #5 @ 28.70 in 28.70 in vn=2(f1c)1/2*.85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bd^2 - - 5.4 3.0 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in - - . Hunsaker & Associates , Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 2'-8'' RET. W/ 5' SCREEN WALL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. Pg 2 of 2 (Factored values shown for concrete stems) <-------------- Stem Designs -------------- > Stem Construction Data c At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 2.67 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Thickness (nominal) = 6.00 8.00 in Rebar Size - #4 #4 Rebar Spacing = 32.00 32.00 in Rebar Placed at : Center Edge = 0.577 0.793 Lateral Load @ Ht. - 75 178 # fb/Fb + fa/Fa MOMENT..... Allowable = 325 608 ft-# Actual - - 188 482 ft-# SHEAR...... Allowable = 22.33 19.36 Psi Actual - 1.60 'I 1.95 PSl Embedment Length Reqld = 12.07 12.00 Wall Weight - 38.0 76.0 PSf Rebar Depth - - 2.75 5.25 in MASONRY DATA............................................................. f 'm = 1,500 1,500 Psi Fs = 20,000 20,000 PSI - DESIGN DATA. ............................................................. - - - Grouting Part Full Special Inspection No No n : Es / Em = 25.78 25.78 Short Term Increase - 1.33 1.00 f IC - FY - CONCRETE DATA............................................................ Psi - PSI - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- ----- --------- Heel Active Press. = 202 1.22 247 Soil over Heel - 293 2.12 621 Toe Active Press. = -34 0.50 -17 Soil over Toe - 60 0.50 30 - - . Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 75 6.17 463 Averaged Stem Wts. = 393 1.29 508 Added Lateral Load = 0 0.00 0 Key Weight - 0 0.00 0 Vert. Componant of = 0 0.00 0 Footin7 Weight - 387 1.29 499 - - --------- -------- --------- Active Press. --------- TOTALS - - 243 693 1,133 1,659 !--->> Distances from front edge of footing bottom (not key) --------- --------- -------- --------- . Hunsaker & Associates, Inc. planning . Engineering . Surveying Three Huahes Irvine ,aCalifornia 92718 (714) 583-1010 TITLE: CARLSBAD TRACT 90-23 DESCR: 4'-8" RET. W/ 5' SCREEN WALL JOB #: ..New.. BY:ALLEN @ 8/09/91 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Axial LL on Stem - ... Ecc. (Toe side +) = 0.00 in - 0.0 psf ..... Slope Active = 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - 0.0 psf Using Surcharge to resist ................................................................................ ADDED VERTICAL LOADS ------ ---------- SOIL DATA -------_----- ------ Allowable Bearing = 2,000 psf Axial DL on Stem Active Lateral = 30.0 psf Backfill Slope - 0.O:l Surcharge over Heel = Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe - Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 15.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Wall Ht. above soil = 5.00 ft Heel Width = 2.17 ft Key Depth = 0.00 in Total Width = 3.17 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft - (horiz:vert, O=Level) ADJACENT FOOTING -------- -------- - 0 plf Vertical load - 6.0 in - ADDED LATERAL LOADS ------- ------ Ftg. CL to Wall = 0.00 ft --------------______________ WALL & FOOTING DATA ......................... Retained Height = 4.67 ft Toe Width = 1.00 ft ------- ---_____-_____________________- ............................... SUMMARY ................................ Pressure @ Toe = 1,218 psf Factors of Safety: Allowable Press. = 2,000 psf Sliding = 1.83 :1 Eccentricity = 6.39 in Resultant Outside Middle Third 1-Way Shear @ Toe = 3.1 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 5.6 psi Pressure @ Heel - - 0 psf Overturning = 2.34 :1 ------__________________________________--______----,___-----___---___--- ------__________________________________----____------__-----_---------- ---------------______________ SLIDING CHECK ............................. 523.5 # Soil @ Toe Not Used = 12.00 in (-) Passive Pressure = 187.5 # 769.2 # O# - Ftq/Soil Friction = 0.400 Lateral Pressure - (-)Friction - - - 'Factor of Safety = 1.83 Add'l Force Req'd - ............................ ---Toe--- ACI 9.1 Pressure = 1,705 762 Mu - Upward - 147 Mu - Downward - 615 Mu - Design - One-way Shear: 3.11 76.03 Rebar CL To Edge = 3.00 8.4 Min. Rebar Ratio = 0.0012 - - - - vu - vn=2 ( f I c) 1/2 * .85= Depth to steel = 9.00 Ru = Mu/bdn2 - - - FOOTING DESIGN -_-__--___-__--_-_------------ 2,000 psi 0 psf Fy = 40,000 psi 299 ft-# Using SP @ Heel : Yes 1,124 ft-# -------- Rebar Choices -------- 825 ft-# -- Toe -- -- Heel -- #4 @ 18.52 in 18.52 in 5.56 psi #5 @ 28.70 in 28.70 in 76.03 psi #6 @ 40.74 in 40.74 in 3.00 in #7 @ 48.00 in 48.00 in 9.00 in #8 @ 48.00 in 48.00 in 11.3 #9 @ 48.00 in 48.00 in #10 @ 48.00 in 48.00 in - f 'c - --Heel-- Hbnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 4'-8" RET. W/ 5' SCREEN WALL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. Pg 2 of 2 (Factored values shown for concrete stems) e-------------- Stem Designs -------------- > Stem Construction Data e At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 4.67 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Thickness (nominal) = 6.00 8.00 in #5 in Rebar Size - Rebar Spacing = 32.00 16.00 Rebar Placed at : Center Edge DESIGN DATA.............................................................. = 0.577 0.989 fb/Fb + fa/Fa #4 - Lateral Load @ Ht. - 75 398 # MOMENT..... Allowable = 325 1,058 ft-# Actual - - 188 1,046 ft-# SHEAR...... Allowable = 22.33 19.36 PSI - Actual - 1.60 4.37 PSI 38.0 76.0 PSf - Embedment Length Req'd = 12.07 12.00 Rebar Depth - - 2.75 5.25 in Wall Weight Fs = 20,000 20,000 PSl - - MASONRY DATA............................................................. f 'm = 1,500 1,500 Psi Grouting Part Full Special Inspection No No n : Es / Em = 25.78 25.78 Short Term Increase - 1.33 1-00 f'c FY - CONCRETE DATA............................................................ Psi - - PSI - - SUMMARY OF FORCES & MOMENTS ...................... ------------_-___________ I- Overturning Moments -1- Resisting Moments -1 # ft ft-# # ft ft-# Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Added Lateral Load Footin9 Weight Key Weight Vert. Componant of Active Press. TOTALS 842 0.50 -17 0.00 0 0.00 0 0 8.17 613 0.00 0 60 0 0 0 0 0 545 2.42 0.50 0.00 0.00 0.00 0.00 0.00 1.30 1.59 0.00 0.00 --------- 2 , 037 30 0 0 0 0 0 711 !--->> Distances from front edge of footing bottom (not key) mnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 6'-8" RET. W/ 5' SCREEN WALL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - - 0.0 psf ..... Slope Active = 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - Backfill Slope - - 0.O:l Surcharge over Heel = 0.0 psf ................................................................................ ADDED VERTICAL LOADS ------ ---------- SOIL DATA ------------- ------ Allowable Bearing = 2,000 psf Axial DL on Stem ... Ecc. (Toe side +) = 0.00 in (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No ADJACENT FOOTING -------- - - 6.0 in -------- Soil Ht over Toe Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 15.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 6.67 ft Toe Width = 1.00 ft Wall Ht. above soil = 5.00 ft Heel Width = 3.00 ft Key Depth = 0.00 in Total Width = 4.00 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft ------------------_____________ SUMMARY ____________________------------ Pressure @ Toe = 1,515 psf Factors of Safety: Pressure @ Heel - - 20 psf Overturning = 2.38 :1 Allowable Press. = 2,000 psf Sliding = 1.53 :1 Eccentricity = 7.79 in Resultant Within Middle Third 1-Way Shear E! Toe = 4.1 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 11.3 psi ------ ADDED LATERAL LOADS ------- Vertical load - - 0 plf Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... ------- ---------------________________ -___----_--------- ------------------__---------------------------------------------------- ---------------_-_______________________---------_--------_-------_----- I ............................. SLIDING CHECK .............................. 923.7 # Soil @ Toe Not Used = 12.00 in (-) Passive Pressure = 187.5 # = 1,227.9 # - Ftq/Soil Friction = 0.400 Lateral Pressure - o# - -Factor of Safety = 1.53 (-) Friction Add'l Force Req'd - ............................ FOOTING DESIGN .............................. f 'c - - 2,000 psi ACI 9.1 Pressure = 2,121 28 psf Fy = 40,000 psi Mu - Upward - - 973 753 ft-# Using SP @ Heel : Yes Mu - Downward - 147 2,661 ft-# -------- Rebar Choices -------- Mu - Design - 826 1,908 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 4.08 11.29 psi #5 @ 28.70 in 28.70 in vn=2 (f 'c) 1/2*. 85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bd*2 - - 11.3 26.2 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in --Heel-- ---Toe--- - - H'unsaker t Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 6'-8" RET. W/ 5' SCREEN WALL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/09/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 6.67 2.67 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Masonry Thickness (nominal) = 6.00 8.00 12.00 in Rebar Size - #4 #4 #5 Rebar Spacing = 32.00 16.00 16.00 in Rebar Placed at : Center Edge Edge = 0.577 0.892 0.847 fb/Fb + fa/Fa - DESIGN DATA.............................................................. Lateral Load @ Ht. - 75 3 15 739 # MOMENT..... Allowable = 325 905 2,563 ft-# Actual - - 188 808 2,171 ft-# SHEAR...... Allowable = 22.33 19.36 19.36 Psi Actual - 1.60 3.45 5.31 PSI Embedment Length Req'd = 12.07 18.61 12.00 PSf f 'm = 1,500 1,500 1,500 PS+ - - - - 38.0 76.0 118.0 Rebar Depth - 2.75 5.25 9.00 in Wall Weight MASONRY DATA............................................................. Fs = 20,000 20,000 20,000 PSI - Grouting Part Full Full special Inspection No No No n : Es / Em = 25.78 25.78 25.78 Short Term Increase - - 1.33 1.00 1.00 f 'c - FY CONCRETE DATA............................................................ Psi - PSI - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- ----- Heel Active Press. = 882 2.56 2,256 1,601 3.00 Toe Active Press. = -34 0.50 -17 Soil over Toe - - 60 0.50 - Soil over Heel - Sloped Soil @ Heel = 0 0.00 Adjacent Ftg. Load = 0 0.00 0 0 0.00 Surcharge @ Heel = 0 0.00 Surcharge @ Toe - - 0 0.00 0 0 0.00 Axial Load on Wall = 0 0 0.00 Load @ Proj. Wall = 75 10.17 763 Averaged Stem Wts. = 809 1.38 Added Lateral Load = 0 0.00 0 Footin7 Weight - - 600 2.00 0 0.00 Key Weight - Vert. Componant of = 0 0.00 - --------- -------- Active Press. --------- TOTALS - 924 3 , 002 3,070 !--->> Distances from front edge of footing bottom (not key) - --------- --------- -------- 4,802 30 0 0 0 0 0 1,115 1,200 0 0 CARLSBAD TRACT 90 - 2 3 w 0. '. DATE 8-9-91 RETAINING WALL DETAIL 2:l BACKFILL Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 2' RET. WALL W/ 2:l BACKFILL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - Backfill Slope - - 2.0:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stem ..... Slope Active = 43.0 psf ... Ecc. (Toe side +) = 0.00 in - (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 2.00 ft Toe Width = 0.50 ft ,- Wall Ht. above soil = 0.00 ft Heel Width = 0.67 ft Key Depth = 0.00 in Total Width = 1.17 ft Key Width = 0.00 in Thickness = 12.00 in - - 6.0 in -------- ADJACENT FOOTING -------- ------ ADDED LATERAL LOADS ------- Vertical load - - 0 plf Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... ------- Key Dist. to Toe = 0.000 ft ---------------________________ -------_____-__________________ SUMMARY ................................ Pressure @ Toe - - 502 psf Factors of Safety: Pressure @ Heel - - 105 psf Overturning = 1.84 :1 Allowable Press. = 2,000 psf Sliding = 2.17 :1 Eccentricity = 1.53 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 0.0 psi ........................................................................ -------------------_____________________-------------------------------- ............................. SLIDING CHECK .............................. 170.9 # Soil @ Toe Not Used = 12.00 in (-) Passive Pressure = 187.5 # -Factor of Safety = 2.17 (-) Friction - - 183.0 # - Ftq/Soil Friction = 0.400 Lateral Pressure - O# - Add'l Force Req'd - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f 'c - - 2,000 psi ACI 9.1 Pressure = 702 148 psf Fy = 40,000 psi Mu - Upward - - 78 3 ft-# Using SP @ Heel : Yes Mu - Downward - 37 38 ft-# -------- Rebar Choices -------- -- Heel -- Mu - Design - 41 35 ft-# -- Toe -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 0.00 0.00 psi #5 @ 28.70 in 28.70 in vn=2 (f 'c) 1/2*. 85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bdA2 - - 0.6 0.5 #9 (3 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in - - Hbnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 2' RET. WALL W/ 2:l BACKFILL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem Designs -------------- > Stem Construction Data i At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. : Masonry Thickness (nominal) = 6.00 in in #4 Rebar Size - Rebar Spacing = 32.00 Rebar Placed at Edge DESIGN DATA.............................................................. = 0.232 Lateral Load @ Ht. - 82 # fb/Fb + fa/Fa MOMENT..... Allowable = 244 ft-# Actual - - 57 ft-# Actual - - - SHEAR...... Allowable = 19.36 Psi 1.22 PSI 54.0 PS f - Embedment Length Req'd = 12.00 Rebar Depth - 2.75 in Wall Weight MASONRY DATA............. ................................................ Fs = 20,000 PSl - - - f 'm = 1,500 PS+ Grouting Full Special Inspection No n : Es / Ern = 25.78 1.00 Short Term Increase - ffc - FY - CONCRETE DATA........... ................................................. Psi - PSl - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# Heel Active Press. = 205 1.03 210 Soil over Heel - 41 1.09 44 Toe Active Press. = -34 0.50 -17 Soil over Toe - 30 0.25 8 Sloped Soil @ Heel = 1 1.11 1 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 108 0.75 81 Added Lateral Load = 0 0.00 0 Footin? Weight - 175 0.59 103 Key Weight - 0 0.00 0 Vert. Componant of = 102 1.17 120 ---------------- -------- ------ --------- ------- ----- --------- - - - - - --------- -------- --------- Active Press. --------- 171 194 355 356 --------- -------- - - - - - - - - - - TOTALS - !--->> Distances from front edge of footing bottom (not key) --------- H'unsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 4, RET. WALL W/ 2:l BACKFILL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAlINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem I - - - 0 psf Surcharge over Toe - - 0.0 psf Backfill Slope - - 2.0:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stem . . . . .Slope Active = 43.0 psf ... Ecc. (Toe side +) = 0.00 in ..... Max. Active (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Wall Ht. above soil = 0.00 ft Heel Width = 0.92 ft = 1.92 ft Key Depth = 6.00 in Total Width Thickness = 12.00 in Key Width = 8.00 in ADJACENT FOOTING -------- - - - - - - - - 6.0 in - - - - 0 plf ------ ADDED LATERAL LOADS ------- Vertical load Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... Retained Height = 4.00 ft Toe Width = 1.00 ft ------- Key Dist. to Toe = 1.000 ft ---------------________________ ---------------________________ SUMMARY ................................ Pressure @ Toe - - 772 psf Factors of Safety: Allowable Press. = 2,000 psf Sliding = 1.65 :1 Eccentricity = 3.44 in Resultant Within Middle Third 1-Way Shear @ Toe = 1.7 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 0.0 psi Pressure @ Heel - - 42 psf Overturning = 1.55 :1 ------------____________________________-------------------------------- ------------____________________________-------------------------------- ............................. SLIDING CHECK ------------------------------ 531.3 # Soil @ Toe Not Used = 12.00 in (-) Passive Pressure = 450.0 # 425.6 # Factor of Safety = 1.65 (-) Friction - Ftq/Soil Friction = 0.400 Lateral Pressure - - - o# - Add'l Force Req'd - ............................ FOOTING DESIGN .............................. - - 2,000 psi ACI 9.1 Pressure = 1,081 59 psf Fy = 40,000 psi Mu - Upward - - 452 3 ft-# Using SP @ Heel : Yes Mu - Downward - 147 150 ft-# -------- Rebar Choices -------- -- Heel -- Mu - Design - 305 147 ft-# -- Toe -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 1.67 0.00 psi #5 @ 28.70 in 28.70 in 76.03 psi #6 @ 40.74 in 40.74 in vn=2 ( f 'c) 1/2 * .8 5= Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bdA2 - 4.2 2.0 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in --- Toe--- --Heel-- f 'c - - 7 6.03 - Xunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 4' RET. WALL W/ 2:l BACKFILL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 RetainPRO(tm) 2C (C) 1989-91 ENERCALC STEM DESIGN .................................. (714) 583-1010 ................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 2.00 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Thickness (nominal) = 6.00 8.00 in Rebar Size - #4 #4 Rebar Spacing = 32.00 16.00 in Rebar Placed at Edge Edge DESIGN DATA.............................................................. = 0.235 0.506 fb/Fb + fa/Fa - Lateral Load @ Ht. -_ 86 340 # MOMENT..... Allowable = 244 905 ft-# Actual - - 57 458 ft-# SHEAR...... Allowable = 19.36 19.36 Psi Actual - 1.28 3.73 PSl Embedment Length Req'd = 12.00 12.00 Wall Weight - 54.0 76.0 PSf f 'm = 1,500 1 500 PS+ - - - Rebar Depth - - 2.75 5.25 in MASONRY DATA............................................................. Fs = 20,000 20,000 PSl Grouting Full Full Special Inspection No No n : Es / Em = 25.78 25.78 Short Term. Increase - 1.00 1.00 f 'c - FY - CONCRETE DATA............................................................ PS+ - PSI - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- ----- --------- Heel Active Press. = 565 1.71 966 Soil over Heel - 122 1.79 2 18 Toe Active Press. = -34 0.50 -17 Soil over Toe - 60 0.50 30 - - Sloped Soil @ Heel = 2 1.84 4 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 260 1.30 338 Added Lateral Load = 0 0.00 0 Footin? Weight - 288 0.96 276 Key Weight - 50 1.33 67 Vert. Componant of = 283 1.92 542 TOTALS - - 531 949 782 1,475 - - - --------- -------- --------- Active Press. --------- --------- --------- -------- --------- !--->> Distances from front edge of footing bottom (not key) Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 6' RET. WALL W/ 2:l BACKFILL Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - - - 0 psf Surcharge over Toe - - 0.0 psf Backfill Slope - - 2.0:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stern ..... Slope Active = 43.0 psf ... Ecc. (Toe side +) = 0.00 in ..... Max. Active (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No = 120.0 pcf @ Toe : No Soil Density Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Wall Ht. above soil = 0.00 ft Heel Width = 1.83 ft Key Depth = 14.00 in Total Width = 2.83 ft Key Width = 8.00 in Thickness = 12.00 in --------------------___________ ---------------________________ SUMMARY ................................ Pressure @ Toe = 1,120 psf Factors of Safety: Pressure @ Heel - - 92 psf Overturning = 1.60 :1 Allowable Press. = 2,000 psf Sliding = 1.60 :1 Eccentricity = 4.80 in Resultant Within Middle Third 1-Way Shear @ Toe = ' 2.8 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 0.8 psi Soil Ht over Toe - -------- ADJACENT FOOTING -------- 0 plf - 6.0 in - Vertical load - Ftg. CL to Wall = 0.00 ft ADDED LATERAL LOADS ------- ------ ............................ WALL & FOOTING DATA ......................... Retained Height = 6.00 ft Toe Width = 1.00 ft ------- Key Dist. to Toe = 1.000 ft ........................................................................ ........................................................................ ............................. SLIDING CHECK .............................. Ftq/Soil Friction = 0.400 Lateral Pressure = 1,148.4 # Soil @ Toe Not Used = 12.00 in (-) Passive Pressure = 916.7 # 922.6 # Factor of Safety = 1.60 (-) Friction - - o# - Add'l Force Req'd - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f'c - - 2,000 psi ACI 9.1 Pressure = 1,568 129 psf Fy = 40,000 psi Mu - Upward - - 699 93 ft-# Using SP @ Heel : Yes Mu - Downward - - 147 1,270 ft-# -------- Rebar Choices -------- Mu - Design - 552 1,177 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 2.80 0.84 psi #5 @ 28.70 in 28.70 in vn=2(ftc)1/2*.85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bdA2 - - 7.6 16.1 #9 @ 48.00 in 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in - Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 6’ RET. WALL W/ 2:l BACKFILL Three Hughes Imine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 4.00 2.00 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Masonry Thickness (nominal) = 6.00 8.00 12.00 in Rebar Size - #4 #5 in #4 Rebar Spacing = 32.00 16.00 16.00 Rebar Placed at Edge Edge Edge = 0.235 0.507 0.604 fb/Fb + fa/Fa - DESIGN DATA.. ............................................................ Lateral Load @ Ht. - 86 344 770 # MOMENT..... Allowable = 244 905 2,563 ft-# Actual - 57 459 1,547 ft,# SHEAR...... Allowable = 19.36 19.36 19.36 PS+ Actual - 1.28 3.77 5.53 PSl Embedment Length Req‘d = 12.00 12.00 12.00 Wall Weight - 54.0 76.0 118.0 PSf Rebar Depth - - 2.75 5.25 9.00 in f *m = 1,500 1,500 1,500 Psi Fs = 20,000 20,000 20,000 PSI - - - - MASONRY DATA...........;................................................. Grouting Full Full Full Special Inspection No No No 25.78 n : Es / Em = 25.78 25.78 1.00 1.00 1.00 Short Term Increase - f’c - FY - CONCRETE DATA............................................................ Psi - PSl - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- ----- --------- Heel Active Press. = 1,182 2.47 2 , 922 Soil over Heel - 598 2.42 1,443 Toe Active Press. = -34 0.50 -17 Soil over Toe - 60 0.50 30 - - Slbped Soil @ Heel = 21 2.55 53 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 496 1.39 692 Added Lateral Load = 0 0.00 0 Footin? Weight - 424 1.42 601 Key Weight - 117 1.33 156 Vert. Componant of = 591 2.83 1,673 TOTALS - 1,148 2 , 905 1,715 4 , 647 !--->> Distances from front edge of footing bottom (not key) - - - --------- -------- --------- Active Press. --------- - --------- --------- -------- --------- CARLSBAD TKACT 90 -23 w. 0. DATE 8-3-91 /#4codJT: - 2 " c LR. - t WALL @ TOP OF SLOPE *Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 3'-"'RET. WALL @ TOP OF SLOPE Three Hughes Iwine California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (71;) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - - 0.0 psf ..... Slope Active = 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - Backfill Slope - - 0.O:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stem . . .Ecc. (Toe side +) = 0.00 in (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe = 30.0 in - - - - - - - - ADJACENT FOOTING -------- Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 3.33 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 1.00 ft Total Width = 1.50 ft Key Depth = 0.00 in Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft 0 plf - ------ ADDED LATERAL LOADS ------- Vertical load - Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... ------- ------------------__----------- ------------------_____________ SUMMARY ................................ Pressure @ Toe - - 947 psf Factors of Safety: Pressure @ Heel - - 59 psf Overturning = 3.08 :1 = 3.10 :1 Allowable Press. = 2,000 psf Sliding Eccentricity = 2.65 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 0.0 psi ------------------______________________-------------------------------- ------------------______________________-------------------------------- ............................. SLIDING CHECK .............................. 97.5 # o# - Ftq/Soil Friction = 0.400 Lateral Pressure - Soil @ Toe Not Used = 42.00 in (-) Passive Pressure = 0.0 # Factor of Safety = 3.10 (-) Friction - Add'l Force Reqfd - 301.8 # - - ............................ FOOTING DESIGN .............................. ffc - - 2,000 psi ACI 9.1 Pressure = 1,326 82 psf Fy = 40,000 psi Mu - Upward - - 149 28 ft-# Using SP @ Heel : Yes Mu - Downward - 79 96 ft-# -------- Rebar Choices -------- Mu - Design - 70 69 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 0.00 0.00 psi #5 @ 28.70 in 28.70 in Vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.100 in 48.00 in Ru = Mu/bdA2 - - 1.0 0.9 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #lo @ 48.00 in 48.00 in --Heel-- ---Toe--- - - * Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 3'-4"RET. WALL @ TOP OF SLOPE Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. : Masonry Thickness (nominal) = 6.00 in in #4 Rebar Size - Rebar Spacing = 24.00 Rebar Placed at Edge = 0,393 fb/Fb + fa/Fa - DESIGN DATA.............................................................. Lateral Load @ Ht. - 73 # MOMENT..... Allowable = 271 ft-# Actual - - 107 ft-# Actual - - SHEAR...... Allowable = 19.36 Psi Wall Weight - f'm = 1,500 Psi 1.08 PSl 54.0 PSf - Embedment Length Req'd = 12.00 Rebar Depth - - 2.75 in Fs = 20,000 PSl - MASONRY DATA.......................................... ................... Grouting Full Special Inspection No n : Es / Em = 25.78 1.00 Short Term Increase - f'c - FY - CONCRETE DATA............................................................ PS+ - PSl - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- ----- --------- Heel Active Press. = 281 1.44 406 Soil over Heel - 200 1.25 250 Toe Active Press. = -184 1.17 -214 Soil. over Toe - 150 0.25 38 - - Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 180 0.75 135 Added Lateral Load = 0 0.00 0 Footin? Weight - - 225 0.75 169 Key Weight - 0 0.00 0 Vert. Componant of = 0 0.00 0 - - --------- -------- --------- Active Press. --------- TOTALS - 97 192 755 591 !--->> Distances from front edge of footing bottom (not key) - - - - - - - - - - --------- -------- --------- Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 5'-4"RET. WALL @ TOP OF SLOPE Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 0 plf 0 plf Active Lateral = 30.0 psf Axial LL on Stem - 0.0 psf ..... Slope Active = 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - Backfill Slope - - 0.O:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ---e-- ADDED VERTICAL LOADS ------ - - - Allowable Bearing = 2,000 psf Axial DL on Stem ... Ecc. (Toe side +) = 0.00 in - (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning C! Heel : No Soil Density = 120.0 pcf @ Toe : No Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 5.33 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 2.25 ft Key Depth = 3.00 in Total Width = 2.75 ft Key Width = 8.00 in Thickness = 12.00 in Key Dist. to Toe = 1.000 ft Soil Ht over Toe = 30.0 in -------- ADJACENT FOOTING -------- 0 plf - ------ ADDED LATERAL LOADS ------- Vertical load - Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... ------- SUMMARY ................................ ---------------________________ ---------------_____---------- Pressure @ Toe = 1,368 psf Factors of Safety: Allowable Press. = 2,000 psf Sliding = 2.52 :1 Eccentricity = 5.13 in Resultant Within Middle Third 1-Way Shear C! Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 5.9 psi Pressure @ Heel - - 47 psf Overturning = 2.75 :1 ........................................................................ ........................................................................ ............................. SLIDING CHECK .............................. 417.3 # Soil @ Toe Not Used = 42.00 in (-)Passive Pressure = 271.9 # 778.7 # - Ftq/Soil Friction = 0.400 Lateral Pressure - Factor of Safety = 2.52 (-) Friction - Add'l Force Req'd - - O# - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f 'c - - 2,000 psi ACI 9.1 Pressure = 1,916 66 psf Fy = 40,000 psi Mu - Upward - - 225 528 ft-# Using SP @ Heel : Yes Mu - Downward - 79 1,386 ft-# -------- Rebar Choices -------- Toe -- -- Heel -- One-way Shear: #4 C! 18.52 in 18.52 in vu - 0.00 5.86 psi #5 C! 28.70 in 28.70 in vn=2(ftc)1/2*.85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bdA2 - 2.0 11.8 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in - Mu - Design - - 147 858 ft-# -- - - Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 5'-4"RET. WALL @ TOP OF SLOPE Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C)1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem ~esigns _------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 2.67 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Thickness (nominal) = 6.00 8.00 in in Rebar Size - #4 #4 Rebar Spacing = 32.00 16.00 Rebar Placed at Edge Edge DESIGN DATA......... ..................................................... = 0.385 0.750 Lateral Load (3 Ht. - 106 332 # fb/Fb + fa/Fa MOMENT..... Allowable = 244 905 ft-# Actual - - 94 679 ft-# - - SHEAR...... Allowable = 19.36 19.36 Psi Embedment Length Req'd = 12.00 12.00 Wall Weight - f'm = 1,500 1,500 Psi, 1.58 3.64 PSl 54.0 76.0 PS f - Actual - - Rebar Depth - 2.75 5.25 in MASONRY DATA.... ......................................................... Fs = 20,000 20,000 PSI - Grouting Full Full Special Inspection No No n : Es / Em = 25.78 25.78 Short Term Increase - 1.00 1.00 f ,c - FY - CONCRETE DATA.... ........................................................ Psi - PSl - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- 3---- --------- Heel Active Press. = 601 2.11 1,268 Soil over Heel - - 1,013 1.96 1,983 Toe Active Press. = -184 1.17 -214 Soil pver Toe - 150 0.25 38 - Sloped Soil @ Heel = 0 0.00 0 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 347 0.80 277 Added Lateral Load = 0 0.00 0 Footin7 Weight - 412 1.38 567 Key Weight - 25 1.33 33 Vert. Componant of = 0 0.00 0 - - - --------- -------- --------- Active Press. --------- 2 , 898 TOTALS - 4 17 1,054 1,947 !--->> Distances from front edge of footing bottom (not key) f - --------- --------- -------- --------- 'Runsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 7'-"'RET. WALL @ TOP OF SLOPE Three Hughes Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - - 0.0 psf ..... Slope Active = 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - Backfill Slope - - 0.O:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stem ... Ecc. (Toe side +) = 0.00 in (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 7.33 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 3.25 ft Key Depth = 0.00 in Total Width = 3.75 ft Key Width = 0.00 in Thickness = 12.00 in Key Dist. to Toe = 0.000 ft ............................... ............................... SUMMARY ................................ Pressure @ Toe = 1'747 psf Factors of Safety: Pressure @ Heel - - 14 psf Overturning = 2.56 :1 Allowable Press. = 2,000 psf Sliding = 1.54 :A Eccentricity = 7.38 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 13.0 psi = 30.0 in -------- ADJACENT FOOTING -------- ------ ADDED LATERAL LOADS ------- Vertical load - - 0 plf Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... ------- -------------____-__---------------------------------------------------- -------------___________________________-------------------------------- ............................. SLIDING CHECK .............................. Ftq/Soil Friction = 0.400 Lateral Pressure - - 857.1 # (-) Friction = 1,320.9 # Soil @ Toe Not Used = 42.00 in (-) Passive Pressure = 0.0 # Factor of Safety = 1.54 O# - Add'l Force Req'd - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f 'c - - 2,000 psi ACI 9.1 Pressure = 2,446 20 psf Fy = 40,000 psi Mu - Upward - - 292 1,278 ft-# Using SP @ Heel : Yes Mu - Downward - 79 3,649 ft-# -------- Rebar Choices -------- Toe -- -- Heel -- Mu - Design - - 214 2,370 ft-# -- 18.52 in One-way Shear: #4 @ 18.52 in vu - 13.01 psi #5 @ 28.70 in 28.70 in 0.00 vn=2(ftc)1/2*.85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bdA2 - - 2.9 32.5 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in - - 'Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying \DESCR: 7'-4"RET. WALL @ TOP OF SLOPE Three Hughes Imine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C)1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem Designs -------------- > Stem Construction Data c At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 4.67 2.67 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Masonry Thickness (nominal) = 6.00 8.00 12.00 in Rebar S i z e - #4 #5 in #4 Rebar Spacing = 32.00 16.00 16.00 Rebar Placed at Edge Edge Edge = 0.385 0.559 0.738 Lateral Load @ Ht. - 106 326 712 # fb/Fb + fa/Fa MOMENT..... Allowable = 244 905 2,563 ft-# Actual - - 94 506 1,891 ft-# SHEAR...... Allowable = 19.36 19.36 19.36 Psi 1.58 3.57 5.12 PSl Embedment Length Req'd = 12.00 12.00 12.00 54.0 76.0 118.0 PSf Wall Weight - Rebar Depth - 2.75 5.25 9.00 in MASONRY DATA............................................................. f'm = 1,500 1,500 1,500 Psi Fs = 20,000 20,000 20,000 PSl - DESIGN DATA.............................................................. - - Actual - - - Grouting Full Full Full Special Inspection No No No n : Es / Em = 25.78 25.78 25.78 Short Term Increase - 1.00 1.00 1.00 f'c - FY - CONCRETE DATA............................................................ Psi - PSI - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- __---_-- ------ --------- ------- ----- Heel Active Press. = 1,041 2.78 2 , 890 Soil over Heel - - 1,979 2.63 Toe Active Press. = -184 1.17 -2 14 Soil over Toe - - 150 0.25 Sloped-Soil @ Heel = 0 0.00 Adjacent Ftg. Load = 0 0.00 0 0 0.00 Surcharge @ Heel = 0 0.00 Surcharge @ Toe - - 0 0.00 0 0 0.00 Axial Load on Wall = 0 0 0.00 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 611 0.90 Added Lateral Load = 0 0.00 0 Footin? Weight - - 562 1.8% Key Weight - - 0 0.00 Vert. Componant of = 0 0.00 --------- -------- Active Press. --------- TOTALS - 857 2 , 676 3 , 302 !--->> Distances from front edge of footing bottom (not key) - --------- --------- -------- 5,195 38 0 0 0 0 0 549 I 1 2" c L E. 'IC "BAR- / 4tll "Unsaker & Associates, Inc. planning . Engineering . Surveying Three Hughes Irvine , California 92718 (714) 583-1010 TITLE: CARLSBAD TRACT 90-23 DESCR: 3'.33l RET. WALL W/2:1 BACKFIL @ TOP OF SLOPE JOB #: ..New.. BY:ALLEN @ 8/13/91 RetainPRO(tm) 2C (C) 1989-91 ENERCALC CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - 0.0 psf ..... Max. Active - Surcharge over Toe - 0 psf Backfill Slope - - 2.0:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- --e--- ADDED VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stem ..... Slope Active = 43.0 psf ... Ecc. (Toe side +) = 0.00 in - - (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe = 30.0 in -------- ADJACENT FOOTING -------- Lateral Load Acting . . .Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 3.33 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 0.75 ft Key Depth = 2.00 in Total Width = 1.25 ft Key Width = 8.00 in Thickness = 12.00 in Key Dist. to Toe = 0.500 ft 0 plf - ------ ADDED LATERAL LOADS ------- Vertical load - Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... - - - - - - - SUMMARY =------------------------------- ____________-____-------------- ............................... ............................... Pressure @ Toe = 1,015 psf Factors of Safety: Pressure @ Heel - - 2 psf Overturning = 1.63 :1 Allowable Press. = 2,000 psf Sliding = 2.14 :1 Eccentricity = 2.49 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 0.0 psi ........................................................................ ........................................................................ I ............................. SLIDING CHECK .............................. Ftq/Soil Friction = 0.400 Lateral Pressure - - 243.0 # Sol1 @ Toe Not Used = 42.00 in (-) Passive Pressure = 179.2 # 339.6 # - Factor of Safety = 2.14 (-) Friction - Addl1 Force Reqld - O# - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f'c - - 2,000 psi ACI 9.1 Pressure = 1,421 3 psf Fy = 40,000 psi Mu - Upward - - 154 3 ft-# Using SP @ Heel : Yes Mu - Downward - 79 115 ft-# -------- Rebar Choices -------- Mu - Design - 75 112 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in ~ 18.52 in vu - - 0.00 0.00 psi #5 @ 28.70 in 28.70 in vn=2(f1c)1/2*.85= 76.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bdA2 - - 1.0 1.5 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in - - Hbnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 3.33' RET. WALL W/2:1 BACKFIL Three Hughes @ TOP OF SLOPE Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <----e--------- Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. : Masonry Thickness (nominal) = 6.00 in #4 Rebar Size - Rebar Spacing = 24.00 in Rebar Placed at Edge = 0.688 Lateral Load @ Ht. - 145 # fb/Fb + fa/Fa MOMENT..... Allowable = 271 ft-# Actual - - 187 ft-# Actual - - DESIGN DATA.............................................................. - SHEAR...... Allowable = 19.36 Psi Wall Weight - f 'm = 1,500 Psi 2.15 PSI 54.0 PS f - Embedment Length Req'd = 12.00 Rebar Depth - - 2.75 in MASONRY DATA............................................................. Fs = 20,000 PSI - Grouting Full Special Inspection No n : Es / Em = 25.78 1.00 Short Term Increase - f IC - FY - CONCRETE DATA............................................ ................ Psi - PSI - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# Soil over Heel - 100 1.13 112 Sloped Soil @ Heel = 2 1.17 2 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 180 0.75 135 Added Lateral Load = 0 0.00 0 Footin? Weight - 187 0.63 117 Key Weight - 17 0.83 14 Vert. Componant of = 213 1.25 267 TOTALS - 243 419 636 685 !--->> Distances from front edge of footing bottom (not key) ---------------- -------- ------ --------- ------- ----- --------- Heel Active Press. = 427 1.49 634 Toe Active Press. = -184 1.17 -214 Soil over Toe - 150 0.25 38 - - - - - --------- -------- --------- Active Press. --------- - - - - - - - - - - --------- -------- --------- Hhsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 5.33' RET. WALL W/2:1 BACKFIL Three Hughes @ TOP OF SLOPE Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 = 2,000 psf Axial DL on Stem - - 0 plf - - 0 plf 0.0 psf Backfill Slope - - 2.0:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS ------ Allowable Bearing Active Lateral =< 30.0 psf Axial LL on Stem '.....Slope Active = 43.0 psf ... Ecc. (Toe side +) = 0.00 in - ..... Max. Active - - 0 psf Surcharge over Toe - (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 5.33 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 2.00 ft Key Depth = 6.00 in Total Width = 2.50 ft Key Width = 8.00 in Thickness = 12.00 in Key Dist. to Toe = 0.500 ft Soil Ht over Toe = 30.0 in -------- ADJACENT FOOTING -------- ------ ADDED LATERAL LOADS ------- Vertical load - - 0 plf Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... ------- ---------------________________ ----------------_______________ SUMMARY ................................ Pressure @ Toe = 1,465 psf Factors of Safety: Allowable Press. = 2,000 psf Sliding = 1.76 :1 Eccentricity = 4.68 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 4.8 psi Pressure @ Heel - - 48 psf Overturning = 1.73 :1 ------------------______________________-------------------------------- ------------------______________________-------------------------------- ............................. SLIDING CHECK .............................. 868.7 # Soil @ Toe Not Used = 42.00 in (-) Passive Pressure = 562.5 # 967.2 # Factor of Safety = 1.76 (-) Friction - Ftq/Soil Friction = 0.400 Lateral Pressure - - - o# - Addl1 Force Req'd - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f 'c - - 2,000 psi ACI 9.1 Pressure = 2,051 67 psf Fy = 40,000 psi Mu - Upward - - 240 373 ft-# Using SP @ Heel : Yes Mu - Downward - - 79 2,242 ft-# -------- Rebar Choices -------- Mu - Design - 161 1,868 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in 18.52 in vu - - 0.00 4.83 psi #5 @ 28.70 in 28.70 in vn=2 ( f I c) 1/2*. 85= 7 6.03 76.03 psi #6 @ 40.74 in 40.74 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 48.00 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 48.00 in Ru = Mu/bd*2 - - 2.2 25.6 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in - Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 5.33' RET. WALL W/2:1 BACKFIL Three Hughes @ TOP OF SLOPE Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO (tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------e Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 2.67 0.00 ft \ WALL TYPE ABOVE HT. : Masonry Concrete Thickness (nominal) = 6.00 8.00 in in Rebar Size - #4 #4 Rebar Spacing = 32.00 16.00 Rebar Placed at Edge Edge DESIGN DATA.............................................................. = 0.552 0.413 Lateral Load @ Ht. - 152 879 # fb/Fb + fa/Fa MOMENT..... Allowable = 244 4,144 ft-# Actual - - 135 1,712 ft-# SHEAR...... Allowable = 19.36 107.52 Psi Embedment Length Req'd = 12.00 12.00 Wall Weight - f 'm = 1,500 PS+ - - 9.94 PSl 54.0 100.0 PS f Actual - - 2.26 - Rebar Depth - - 2.75 6.25 in MASONRY DATA............................................................. Fs = 20,000 PSl Grouting Full Special Inspection No n : Es / Em = 25.70 1.00 Short Term Increase - FY - CONCRETE DATA............................................................ f IC - 4 , 000 Psi - 60,000 PSl - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -1- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- _----- --------- ------- ----- Heel Active Press. = 1,052 2.33 2 , 455 853 1.83 Soil over Heel - Toe Active Press. = -184 1.17 -2 14 150 0.25 Soil over Toe - Sloped Soil @ Heel = 53 2.06 Adjacent Ftg. Load = 0 0.00 0 0 0.00 Surcharge @ Heel = 0 0.00 Surcharge @ Toe - - 0 0.00 0 0 0.00 Axial Load on Wall = 0 0 0.00 Load C! Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 411 0.80 Added Lateral Load = 0 0.00 0 375 1.25 Footin? Weight - 50 0.83 Key Weight - Vert. Componant of = 526 2.50 TOTALS - - 869 2,240 1,892 !--->> Distances from front edge of footing bottom (not key) - - - - -----i--- -------- Active Press. --------- --------- --------- -------- 1,563 38 110 0 0 0 0 330 469 42 1,316 --------- . H'unsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 7.33' RET. WALL W/2:1 BACKFIL Three Hughes @ TOP OF SLOPE Irvine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 0 plf 0 plf Active Lateral = 30.0 psf Axial LL on Stem - 0.0 psf ..... Max. Active - - 0 psf Surcharge over Toe - Backfill Slope - - 2.0:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED VERTICAL LOADS ------ - - - Allowable Bearing = 2,000 psf Axial DL on Stem ..... Slope Active = 43.0 psf . . .Ecc. (Toe side +) = 0.00 in - (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Add'l Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Retained Height = 7.33 ft Toe Width = 0.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 2.92 ft Key Depth = 12.00 in Total Width = 3.42 ft Key Width = 8.00 in Thickness = 12.00 in Key Dist. to Toe = 0.500 ft suMpJA-Ry ................................ Soil Ht over Toe = 30.0 in -------- ADJACENT FOOTING -------- 0 plf - ------ ADDED LATERAL LOADS ------- Vertical load - Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... ------- ----------------_______________ ----------_-----____----------- Pressure @ Toe = 1,838 psf Factors of Safety: Pressure @ Heel - - 17 psf Overturning = 1.66 :1 Eccentricity = 6.71 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 11.8 psi Allowable Press. = 2,000 psf Sliding = 1.70 :1 ---------------_____---------------------------------------------------- -----------------__----------------------------------------------------- ............................. SLIDING CHECK .............................. Ftq/Soil Friction = 0.400 Lateral Pressure = 1,671.8 # Soil @ Toe Not Used = 42.00 in (-)Passive Pressure = 1,200.0 # Factor of Safety = 1.70 (-) Friction = 1,640.4 # O# - Add'l Force Req'd - ............................ FOOTING DESIGN .............................. f'c - - 2,000 psi ACI 9.1 Pressure = 2,574 24 psf Fy = 40,000 psi Mu - Upward - - 306 924 ft-# Using SP @ Heel : Yes Mu - Downward - - 79 5,883 ft-# -------- Rebar Choices -------- Toe -- -- Heel -- One-way Shear: #4 @ 18.52 in 9.62 in vu - 0.00 11.84 psi #5 @ 28.70 in 14.92 in vn=2 ( f c ) 1/ 2 * .8 5= 7 6.0 3 76.03 psi #6 @ 40.74 in 21.17 in Rebar CL To Edge = 3.00 3.00 in #7 @ 48.00 in 28.87 in Depth to steel = 9.00 9.00 in #8 @ 48.00 in 38.01 in Ru = Mu/bd*2 - 3.1 68.0 #9 @ 48.00 in 48.00 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in --Heel-- ---Toe--- Mu - Design - - 227 4,959 ft-# -- - - Htnsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 7.33' RET. WALL W/2:1 BACKFIL Three Hughes @ TOP OF SLOPE Irvine , California 92718 JOB #: . .New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO(tm) 2C (C) 1989-91 ENERCALC ................................. STEM DESIGN .................................. (Factored values shown for concrete stems) Pg 2 of 2 <-------------- Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 4.67 2.67 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Masonry Thickness (nominal) = 6.00 8.00 12.00 in in Rebar Size - #4 #4 #7 Rebar Spacing = 32.00 16.00 16.00 Rebar Placed at Edge Edge Edge = 0.552 0.801 0.847 fb/Fb + fa/Fa - DESIGN DATA.............................................................. Lateral Load @ Ht. - 152 467 1,061 # MOMENT..... Allowable = 244 905 3,239 ft-# Actual - - 135 725 2,744 ft-# SHEAR...... Allowable = 19.36 19.36 19.36 Psi Actual - 2.26 5.12 7.63 PSI Embedment Length Reqld = 12.00 16.72 12.00 Wall Weight - 54.0 76.0 118.0 PSf Rebar Depth - - 2.75 5.25 9.00 in MASONRY DATA............. ................................................ f 'm = 1,500 1,500 1,500 psi Fs = 20,000 20,000 20,000 psi Grouting Full Full Full Special Inspection No No No n : Es / Em = 25.78 25.78 25.78 Short Term Increase - 1.00 1.00 1.00 f 'c - FY - - - - CONCRETE DATA............................................................ Psi - PSI - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- ----- --------- Heel Active Press. = 1,856 3.10 5,746 Soil over Heel - - # 1,689 2.46 4 , 155 Toe Active Press. = -184 1.17 -214 Sloped Soil @ Heel = 111 2.78 307 Soil over Toe - 150 0.25 38 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 611 0.90 549 - Added Lateral Load = 0 0.00 0 Footin7 Weight - 513 1.71 877 Key Weight - 100 0.83 83 Vert. Componant of = 928 3.42 3,173 TOTALS - - 1,672 5,532 3,173 9,182 !--->> Distances from front edge of footing bottom (not key) - - - - --------- -------- --------- Active Press. --------- --------- --------- -------- --------- c Hhsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 9.33'RET. WALL W/ 2:l BACKFIL Three Hughes @ TOP OF SLOPE Iwine , California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 (714) 583-1010 RetainPRO (tm) 2C (C) 1989-91 ENERCALC ................................................................................ CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 - - 0 plf - 0 plf Active Lateral = 30.0 psf Axial LL on Stem - ..... Max. Active - - 0 psf Surcharge over Toe - - 0.0 psf Backfill Slope - - 2.0:l Surcharge over Heel = 0.0 psf ................................................................................ ---------- SOIL DATA ------------- ------ ADDED %VERTICAL LOADS ------ Allowable Bearing = 2,000 psf Axial DL on Stem ..... Slope Active = 43.0 psf ... Ecc. (Toe side +) = 0.00 in (horiz:vert,O=Level) Using Surcharge to resist Passive Lateral - - 300 pcf overturning @ Heel : No Soil Density = 120.0 pcf @ Toe : No Soil Ht over Toe = 30.0 in -------- ADJACENT FOOTING -------- Lateral Load Acting ... Ecc. (Toe side +) = 0.00 in On Stem Above Soil = 0.00 psf Footing Width (perp) = 0.00 ft Addl1 Lateral Load = 0.0 plf Ftg. Base Above/Below Soil ... dist. to start = 0.00 ft At Wall Face [+/-I = 0.00 ft ... dist. to end = 0.00 ft Footing Type : Line Wall Ht. above soil = 0.00 ft Heel Width = 3.50 ft Key Depth = 16.00 in Total Width = 4.50 ft Thickness = 16.00 in Key Width = 8.00 in ............................... ------------------_------------ SUMMARY ................................ Pressure @ Toe = 1,957 psf Factors of Safety: Pressure @ Heel - - 199 psf Overturning = 1.70 :1 Allowable Press. = 2,000 psf Sliding = 1.71 :1 Eccentricity = 7.34 in Resultant Within Middle Third 1-Way Shear @ Toe = 0.0 psi Allowable Shear = 76.03 psi 1-Way Shear @ Heel = 9.8 psi ---e-- ADDED LATERAL LOADS ------- Vertical load - - 0 plf Ftg. CL to Wall = 0.00 ft ............................ WALL & FOOTING DATA ......................... Retained Height = 9.33 ft Toe Width = 1.00 ft ------- Key Dist. to Toe = 1.000 ft ------------------__---------------------------------------------------- ........................................................................ ............................. SLIDING CHECK .............................. Ftq/Soil Friction = 0.400 Lateral Pressure = 2,746.2 # Soil @ Toe Not Used = 42.00 in (-)Passive Pressure = 2,166.7 # Factor of Safety = 1.71 (-) Friction = 2,533.6 # O# - Addl1 Force Req'd - ............................ FOOTING DESIGN .............................. ---Toe--- --Heel-- f'c - - 2,000 psi ACI 9.1 Pressure = 2,739 279 psf Fy = 40,000 psi Mu - Upward = 1,279 1,581 ft-# Using SP @ Heel : Yes Mu - Downward - - 350 10,085 ft-# -------- Rebar Choices -------- Mu - Design - 929 8,503 ft-# -- Toe -- -- Heel -- One-way Shear: #4 @ 12.82 in 8.14 in vu - - 0.00 9.78 psi #5 @ 19.87 in 12.61 in vn=2 ( f c) 1/2*. 85= 76.03 76.03 psi #6 @ , 28.21 in 17.90 in Rebar CL To Edge = 3.00 3.00 in #7 @ 38.46 in 24.41 in Depth to steel = 13.00 13.00 in I #8 @ 48.00 in 32.14 in Ru = Mu/bdA2 - - 6.1 55.9 #9 @ 48.00 in 40.69 in Min. Rebar Ratio = 0.0012 #10 @ 48.00 in 48.00 in - Hunsaker & Associates, Inc. TITLE: CARLSBAD TRACT 90-23 planning . Engineering . Surveying DESCR: 9.33'RET. WALL W/ 2:l BACKFIL Three Hughes @ TOP OF SLOPE Irvine California 92718 JOB #: ..New.. BY:ALLEN @ 8/13/91 RetainPRO(tm) 2C (C) 1989-91 ENERCALC (71;) 583-1010 ................................. STEM DESIGN .................................. Pg 2 of 2 (Factored values shown for concrete stems) <-------------- Stem Designs -------------- > Stem Construction Data < At Various Heights Above Ftg. > ....................................................................... DESIGN HT. ABOVE FTG. = 6.67 4.67 2.67 0.00 ft WALL TYPE ABOVE HT. : Masonry Masonry Masonry Masonry Thickness (nominal) = 6.00 8.00 12.00 16.00 in in Rebar Size - #4 #4 #5 #8 Rebar Spacing = 32.00 16.00 16.00 16.00 Rebar Placed at Edge Edge Edge Edge DESIGN DATA.............................................................. = 0.552 0.801 0.826 0.877 fb/Fb + fa/Fa - Lateral Load @ Ht. - 152 467 954 1,778 # MOMENT..... Allowable = 244 905 2,563 6,551 ft-# Actual - - 135 725 2 , 117 5 , 742 ft-# SHEAR...... Allowable = 19.36 19.36 19.36 19.36 PS+ Embedment Length Req'd = 12.00 16.72 22.67 12.00 Wall Weight - 54.0 76.0 118.0 157.0 PSf Rebar Depth - - 2.75 5.25 9.00 13.00 in MASONRY DATA.................. ........................................... f 'rn = 1,500 1,500 1,500 1,500 Psi Fs = 20,000 20,000 20,000 24,000 PSl - 2.26 5.12 6.85 9.50 PSl - Actual - - Full Grouting Full Full Full Special Inspection No No No No n : Es / Em = 25.78 25.78 25.78 25.78 1.00 Short Term Increase - 1.00 1.00 1.00 f'c - FY - CONCRETE DATA.... ........................................................ Psi - PSl - - SUMMARY OF FORCES & MOMENTS ...................... ......................... I- Overturning Moments -I- Resisting Moments -I Origin of Force: # ft ft-# # ft ft-# ---------------- -------- ------ --------- ------- ----- --------- Heel Active Press. = 2,967 3.92 11,616 Soil over Heel - - 2,426 3.42 8,288 Toe Active Press. = -220 1.28 -282 Soil over Toe - 300 0.50 150 . Sloped Soil @ Heel = 141 3.78 532 - Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe - 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 951 1.51 1,435 Added Lateral Load = 0 0.00 0 Footin? Weight - 900 2.25 2 , 025 Key Weight - 133 1.33 17 8 1,483 4.50 6,675 Vert. Componant of = TOTALS - 2 746 11,334 4 851 19 283 !--->> Distances from front edge of footing bottom (not key) - - - --------- -------- --------- Active Press. --------- - --------e --------- -------- --------- SUPPLEMENTAL SOIL AND GEOLOGIC 'INVESTIGATION FOR FAIRWAYS CARLSBAD, CALIFORNIA PREPARED FOR THE FIELDSTONE COMPANY SAN DIEGO, CALIFORNIA PREPARED BY GEOCON INCORPORATED SAN DIEGO, CALIFORNIA MAY 1991 r c c c GEOCON INCORPORATED Geotechnical Engineers and Engineering Geologists File No. 04345-04-02 May21, 1991 The Fieldstone Company 5465 Morehouse Drive, Suite 250 San Diego, California 92121 Attention: Mr. Ivan Simovich Subject: FAIRWAYS CARLSBAD, CALIFORNIA SUPPLEMENTAL SOIL AND GEOLOGIC INVESTIGATION Gentlemen: In accordance with your request and our proposal dated October 10, 1990, we have performed a supplemental soil and geologic investigation for the subject project. The purpose of the investigation was to provide additional information regarding the engineering properties and the extent of the alluvial soils within the southwestern portion of the property and to provide recommendations regarding the extent of the remedial grading to reduce the impact on the operation of the existing utility lines at the project site. SCOPE OF WORK As a part of this supplemental investigation, we have reviewed the following documents: Soil and Geobgic Investigation for Faiwuys, Wb& prepared by Geocon Incorporated, dated July 7, 1989. Gmding Planr for Fairways C. T. 89-16, prepared by 0 ‘Day Consultants, dated April 12, 1991. The field phase of the investigation consisted of excavating 3 small-diameter boring and 11 trenches and logging and sampling the prevailing materials. Approximate locations of the exploration excavations are shown on Figures 1 and 2. Details of the field exploration and laboratory testing performed for the study are by our fm are presented in Appendixes A and B, respectively. r I ! r 6960 Flanders Drive San Diego, CA 92121-2974 619 558-6900 FAX 619 558-6159 c c c c File No. 04345-04-02 Page 2 May21,1991 SOIL CONDITIONS The areal limits of the alluvium, overlain by existing fill materials, are shown on Figures 1 and 2. Geologic cross sections are presented in Figure 3. The thickness of the alluvium in the area varies, ranging from a few feet to the east to approximately 30 feet near the western property line (see Boring No. 1). It is our opinion that the existing fill and underlying alluvium are not suitable, in their present conditions, to receive additional fill or settlement sensitive structures and should be removed and recompacted, where possible. The depth of the remedial grading will be limited due to the existing utility lines, property boundaries and presence of groundwater. Therefore, the majority of the alluvium will have to be left in place. General recommendations regarding remedial grading are presented in our report dated July 7, 1989. DEVELOPMENT CONSIDERATIONS There are three primary geotechnical considerations which affect future development in the area where alluvial soils will remain in place. The first consideration is the settlement of the alluvium resulting from the surcharging imposed by the placement of fill. Secondly, remedial grading must be performed while maintaining service of the existing sewer and water lines. Lastly, there is the consideration of the stability of the proposed fill slopes constructed over the compressible alluvial soils. These issues are discussed below. The amount of anticipated settlement that could occur is a function of thickness of the compressible layer, compressibility and the additional vertical fill load. A review of the Site Plan (Figures 1 and 2) and geologic cross-sections (Figure 3) indicates that approximately 5 to 20 feet of fill is proposed to be placed over the low-lying alluvial area at the southwest corner of the project site. The general compressibility characteristics used to evaluate and estimate the settlement of the alluvial soils underlying the site are based on the soil conditions encountered within the exploratory excavations. It should be noted that the determination of anticipated magnitudes of alluvial settlement is subject to numerous interpretations and simplifying assumptions. To aid in understanding the magnitude of the settlement and the associated considerations in developing the alluvial areas, the following table is prepared. Presented is the total amount of estimated settlement that would be expected for the proposed fill thickness. In addition, the anticipated post-construction settlements and estimated time required for 90 percent consolidation (primary settlement) is also shown. For the purpose of remedial grading and protection of the existing utility lines, the alluvial deposits have been separated into Areas I and II as indicated on Figures 4 and 5. c File No. 04345-04-02 May21, 1991 Page 3 c c Actual settlement may range from 20 to 40 percent below the calculated settlement due to soil sample disturbance, laboratory testing methods and highly variable nature of the alluvial deposits. As indicated above, the area of remedial grading will be divided into two work zones (Areas I and II). This will permit the existing sewer and water lines to remain in service during site improvement activities. When the proposed fill is placed over the alluvium left in place, the outer fill slopes will require instrumentation to monitor movement and associated slope stability. The potential exists for slope instability when the underlying alluvial soils experience an increase in pore pressure, from the surcharge of the fill, resulting in a decrease in shear strength. If the fill is placed too quickly, the outer slopes may fail due to a loss of support by the alluvium. CONCLUSIONS AND RECOMMENDATIONS 1. It is our opinion that the southwest portion of the site can be developed as presently proposed, provided the following recommendations are carefully followed. 2. Alluvial soils are present within the area investigated with thicknesses varying from a few feet to approximately 30 feet. These soils are compressible and will require removal and recompaction where practical. Due to the shallow depth to groundwater, some alluvial soils must remain in place. For this reason, an instrumentation program is recommended to monitor both areal settlement and fill slope stability. Site Instrumen tation 3. It is recommended that a settlement monitoring program be implemented during project development. The program would basically consist of buried settlement plates and near surface settlement monuments. Construction settlements would be monitored by means of 4-foot-square, ?A-inch-thick steel plates placed on top of the excavated alluvial surface, prior to fiu placement operations. Installations would be h n File No. 04345-04-02 May21,lWl Page 4 made, in both alluvial settlement Areas I and II. The settlement plates would be positioned over a 1-foot-thick mat of 9/4 to 1 inch crushed gravel and then surveyed prior to fill placement operations. The grading contractor should provide and install the buried settlement plates. After completed fill placement operations, an exploratory boring will be performed at each buried settlement plate location to accurately determine the magnitude of construction settlement at each location. 4. Surface settlement monuments are recommended to be installed within the upper 3 feet of completed fiU placed in alluvial settlement areas for the purpose of monitoring anticipated postconstruction settlements. These monuments will consist of 4-fOOt riser pipes connected to 1-foot-square, %-inch-thick steel plates. The surface settlement monuments will be installed by Geocon Incorporated. Installation will be made in conjunction with drilling and surveying the buried settlement plates for the purpose of establishing a baseline elevation. 5. All surface settlement monuments should be monitored by the project civil engineer on a weekly basis after installation. The frequency of the readings may be adjusted, at the discretion and approval of Geocon Incorporated, based on the results of previous readings. It is our opinion that the settlement monitoring program should be continued until no additional settlement is detected for consecutive survey readings make over a four-week period. Remedial Gradine Consideration 6. 7. 8. 9. In order to keep the existing sewer and water lines in operation, it is recommended that the remedial grading process be completed in two phases. Prior to grading start, the 12-inch water lines should temporarily high-lined and relocated to the east of its present location, beyond the area underlain by alluvial soils (see Figure 4). The first phase (Phase 1) will involve total removal and recompaction of the existing undocumented fd and partial removal and recompacting of the alluvial soils in Area I. The removal of the alluvial soils should be limited to 2 feet above water table. Grading for additional fill placement can then proceed. To accelerate the settlement, an additional 5 to 10 feet surcharge may be applied to the area provided the stability of the embankment be carefully monitored. Settlement instrumentation information should be installed and monitored as discussed above. While grading Area I, the toe of the false slope constructed parallel to the existing sewer line will be established no closer to the utility than the edge of the easement. This setback is considered reasonable and fill embankment should have minimal effect on the sewer line serviceability. The settlement monitoring program should be continued in Area I until no additional settlement is detected over a four-week period. At that time, the surcharge (if File No. 04345-04-02 May21, 1991 Page 5 placed) may be removed. The new sewer line can then be installed across the access road between Manhole No. 1 to Manhole No. 4. A temporary line should be installed to connect the A. H. No. 7 on Lot No. 3 to Manhole No. 4 (for detail see Figure 5.) Note the numerical designation of the manholes is only for the purpose of discussion in this report. 10. During Phase 2, remedial grading may proceed in the area between Area I and the temporary, high-lined water line. Those sections of the existing water and sewer lines proposed to be abandoned should be extracted and the trench backfilled. The undocumented fill soils and the alluvial soil should be removed to approximately 2 feet above water table. The alluvium left in place, as well as the fill placed should be monitored as discussed above. Surcharging may be required to accelerate the settlement. 11. Where no additional settlement is detected for a four-week period, the sewer and water line in Area 11 can then be installed in their permanent locations and temporary lines be removed. 12. The proposed fill slopes constructed overlying the alluvium left in place, particularly to the western and southern property boundaries should be carefully observed. It is our recommendation that the stability of these slopes be monitored during construction utilizing slope inclinometer and piezometers installed near the toe of the slopes. Depending upon the results of the monitoring program, staged fill construction may be necessary. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, P .' 'yDavid F. &a& , Project Engineer (4) addressee (2) 0 'Day Consultants Attention: Mr. € c c- P File No. 04345-04-02 May 21, 1991 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous materials was not part of the scope of services provided by Geocon Incorporated. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. c c File No. 04345-04-02 May 21, 1991 APPENDIX A FIELD INVESTIGATION The field investigation was performed on October 26, 1990, and consisted of the excavation of 3 exploratory boring and 11 exploratory trenches to depths ranging from 6 to 45 feet below existing ground elevation. The locations of our exploratory borings and trenches are shown on Figures 1 and 2. As drilling and trenching proceeded, the soils encountered were continuously observed, visually classified and logged. Logs of the borings and trenches are included herein. The logs depict the various soil types encountered and indicate the depths at which samples were obtained. The exploratory boring excavated by a Mobile B-61, truck-mounted drill rig equipped with an 8-inch-diameter, hollow stem auger. As drilling proceed, relatively undisturbed drive samples and disturbed bulk samples were obtained at various depths in the boMgs and returned to our laboratory for testing. The relatively undisturbed samples were obtained by driving a 3-inch, 0. D., split-tube sampler into the undisturbed soil mass with blows from a 140-pound hammer falling 30 inches. The exploratory trenches were performed by means of a 710 hydraulic backhoe equipped with a 24-inch bucket. Logs of the exploratory borings are presented on Figures A-1 through A-15 in Appendix A. . SOIL CLASS (USCS) ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE ... STANDARD PENETRATION TEST ... CHUNK WLE ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS z ... UATER TABLE OR SEEPAGE I 1 IC-GC sc CL sc :L-sc BORING B 1 YQZL gait ELEVATION 30 DATE COMPLETED 11/2/90 I p 6-6 EQUIPMENT B-61 DRILL RIG 5ii ow MATERIAL DESCRIPTION ~ ~~ FILL - Loose to medium dense, dry to humid, light brown, Clayey SAND with cobbles - - - - - - ALL- Medium dense, moist to wet, dark greenish-brown, fine to medium Clayey SAND - 25 - - - - - ...................................... Becomes stiff, wet to saturated, dark greenish-brown, Sandy CLAY - Becomes saturated dark brown with little gravel at 20 feet i 37 Becomes medium dense, saturated, medium brown, Clayey SAND with trace of gravel ig of Boring B 1, page 1 of 2 104.5 m 116.4 m m - 21.2 -K3- 18.5 7-77 723- - FA I RU :ILE r - DEPTH IN FEET - * 34 - - 36 - . 38 - . 40 - * 42 - . 44 - 3. 04345-04- I SAnPLE NO. B1-6 B1-7 - Figure A-2 sol L CLASS (USCS 1 - sc BORING B 1 ELEVATION 30 DATE COMPLETED 11/2/90 EQUIPMENT B-61 DRILL RIG MATERIAL DESCRIPTION - Becomes more sandy at 35 feet - Gravel between 37 and 38.5 feet DELMAR FORMATION Medium dense to dense, wet, green and orange, Clayey SAND with caliche BORING TERMINATED AT 45 FEET Log of Boring B 1, page 2 of 2 FAIRU CI . . . SUPLING UNwCCESSFUL a . . . STANDARD PENETRATION TEST . . . DRIVE WPLE (UmISTURBED) SAMPLE SYMBOLS ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE - NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOW HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE COWDITIONS AT OTHER LOCATIONS AND TIRES. ILE I - DEPTH IN FEET - 0 2 4 6 8 10 12 14 16 18 . 20 . 22 . 24 . 26 . 1. 04345-04- NO. c U - - B2- 1 B2-2 A-3 - BORING B 2 ELEVATION 23 DATE COMPLETED 11 /2/90 EQUIPMENT B-61 DRILL RIG MATERIAL DESCRIPTION FILL Loose to medium dense, dry to damp, lieht grayish-brown, Clayey SAND with some gravel - Becomes moist, medium brown, and cobbly at 6 feet ALLUVIUM Medium dense moist, dark brown, Clayey SAND to Sandy CLAY with occasionai cobbles DELMAR FORMATION Dense, wet to saturated, light orangish-gray, fine to medium, Clayey SAND (with concretion) BORING TERMINATED AT 26 FEET wing B 2, page 1 of 1 45/6" 92 - FAIRU 7 I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. FILE NO. 04345-04- .--m ). a 0 SAMPLE d DEPTH IN NO. E FEET n - J 2 a w c 9 CLASS (USCS) U U 5 SOIL 2 sc CL r - sc og of E ~~ ~ DATE COMPLETED BORING B 3 ELEVATION 18 EQUIPMENT B-61 DRILL RIG MATERIAL DESCRIPTION Loose to medium dense, dry to moist, light grayish-brown, fine to medium Clayey SAND - Cobbles at 4 feet - - - - ALLUVIUM Stiff, moist to wet, dark brown/black Sandy CLAY - Cobbles at 7.5 feet DELMAR FORMATION - Dense, wet, grayish-green to orange, fine to medium Clayey SAND - - - - - Occasional concretion - - - - ll BORING TERMINATED AT 30.5 FEET wing B 3, page 1 of 1 ). pi x: p a - - - 102.1 106.5 101.9 - FA I RU c I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOW HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE COWOITIONS AT OTHER LOCATIONS AND TIMES. ILE I - DEPTH IN FEET - 0 2 4 6 8 10 12 14 16 18 SOIL CLASS (USCS) 3. 043 - SAMPLI NO. - TRENCH T 1 ELEVATION 33 DATE COMPLETED 10/26/90 EQUIPMENT JD 555 TRACKHOE igure A-5 sc FILL Medium dense, dry light brown, Clayey SAND with some cobbles I MATERIAL DESCRIPTION 4 - Becomes near saturated at 18 feet I GC - ---_-_----_----__-__-----------------. Becomes loose to medium dense, dry to humid, Angular COBBLES and BOULDERS up to 24-inch-diameter with some clayey sand SAMPLE SYMBOLS ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE J ... UATER TABLE OR SEEPAGE * sc Becomes Clayey SAND with some cobbles sc iC-CL Becomes medium dense, moist, greenish- brown, Clayey SAND with little cobble Medium dense, moist to wet, dark brown to black, fine to medium, Clayey SAND to Sandy CLAY with little gravel ALLUVIUM TRENCH TERMINATED AT 18 FEET - .og of Test Trench T 1 FA I RU 7LE NO. 043 - DEPTH IN FEET - 0. 2. 4. 6- 8- 10 - 12 - 14 - 16 - SAMPLI NO. - T2- 1 -- :igure A-6- .og 0 TRENCH T 2 so1 L CLASS (USCS) DATE COMPLETED 10/26/90 ELEVATION 26 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION sc FILL Medium dense. dry. liaht brown. fine to medium Clayey-SARD with some sc7’ cobbles 1 I 3L ALLUVIUM Medium dense, wet, black, fine Clayey SAND -Becomes dark brown, saturated, with trace of gravel TRENCH TERMINATED AT 17 FEET Trench T 2 - FAIRU - 1 NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 'ILE r - DEPTH IN FEET 0- 2- 4- 6- 8- 10 - 12 - 14 - 3. 04: - SAMPLI NO. - ?gure A4 . -04- - ). Q 0 -! 8 L -! - :: : :: : :: : ; :. : :: : :: : :: : ,: :. : :: : ,: :. : :: : ,: :. : :: : ,: :. : 0' TRENCH T 3 SOIL CLASS (USCS) ELEVATION 22 DATE COMPLETED 10/26/90 EQUIPMENT JD 555 TRACKHOE I MATERIAL DESCRIPTION sc I FILL I Medium dense. drv. liaht brown. fine Becomes damp to moist, light grayish- brown, fine to medium, Silty SAND with some gravel and cobbles - Becomes wet with layers of green sand at 6 feet sc ;c-cL ALLUVTUM Medium dense, wet, black, fine Clayey SAND ---- ------- -------------- Tecomes wet To-<afu?&X, Xrk brown, Clayey SAND to Sandy CLAY with little gravel TRENCH TERMINATED AT 15 FEET Test Trench T 3 FA I RU ~~ NOTE: THE LOG OF SUBSURFACE CONDITIONS SHM HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. :ILE 1 - DEPTH IN FEET - .o -2 '4 -6 '8 10 12 14 16 18 I. 04345-04- SAMPLE NO. > a 0 A 0 E w A T4- 1 :igure A-8 sc sc C-CL 5c-SP - sc TRENCH T 4 ELEVATION 26 DATE COMPLETED 10/26/90 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION FILL Medium dense, dry, light brown, fine to medium Clayey SAND with some cobbles ALLUVIUM Medium dense, damp, gray-brown, fine to medium Clayey SAND Becomes moist, medium brown, Clayey SAND to Sandy CLAY with dessication cracks Becomes medium dense. moist to wet. .-------------------------------------- ...................................... slightly clayey, fine to medium SAND ...................................... Becomes saturated Clayey SAND with some cobbles TRENCH TERMINATED AT 8.5 FEET - -og of Trench T 4 FA I RU ~ ~~~~~~ ~~ ~ ~~ NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOW HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOUTION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. :ILE I - DEPTH IN FEET - '0' '2. '4. 6. -- I. 043 - SAMPLI No. so1 L CLASS (USCS) sc-SF 3x3- TRENCH T 5 ELEVATION 43 DATE COMPLETED 10/26/90 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION FILL Medium dense, dry, light brown, medium to coarse, slightly clayey SAND with some gravel - Becomes moist, clayey in places at 2 feet DELMAR FORMATION Very dense, moist, light gray, fine to medium Silty SANDSTONE, well cemented and laminated I TRENCH TERMINATED AT 7.5 FEET REFUSAL Test Trench T 5 FAIRU 0 ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE SAMPLE SYMBOLS - ... DISTURBED OR BAG WLE ... CHUNK SAMPLE - NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. :ILE I - DEPTH IN FEET - 0 2' 4' 6. 0. 041 - SAMPLI NO. - -04- - > J 0 8 F H -I - .:: so1 L CLASS (USCS) TRENCH T 6 ELEVATION 30 DATE COMPLETED 10/26/90 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION FDLL sc-SP I Medium dense, dry, light brown. fine to coarse, slightly ciayiy SAND - Becomes damp at 2.5 feet SM DELMAR FORMATION Very dense, moist, light gray, fine Silty SANDSTONE with well cemented zones I 1 TRENCH TERMINATED AT 6 FEET NEAR REFUSAL -Figure A-10, Log of Test Trench T 6 FAIRU - I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN FEET SAMPLE NO. 1 igure A-1 TRENCH T 7 so1 L CLASS ELEVATION 28 DATE COMPLETED 10/26/90 (USCSI EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION FILL jP-SC SC-SP DELMAR FORMATION Medium dense, dry, light brown, fine to medium, slightly clayey SAND Medium dense, moist, very light greenish-gray, slightly clayey, fine I sc ' to medium SAND with caliche I ,~-,,,,,,---,,--,,,,------------------, Dense, moist, dark brown, fine Clayey SAND with cobbles I Becomes medium dense to dense, moist, SM very light gray, fine to medium Silty SANDSTONE I ., Log of Trench T 7 FA I RU 0 . . . SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG WPLE I] . . . STANDARD PENETRATION TEST . . . DRIVE SAMPLE (UNDISTURBED1 ... UATER TABLE OR SEEPAGE SAMPLE SYMBOLS ... CHUNK SAMPLE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHM HEREON APPLIES OWLY AT THE SPECIFIC BOAING ORTRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIOWS AW TIMES. J I - 'ILE - DEPTI IN FEET - .o -2 .4 .6 '8 ' 10 ' 12 ' 14 I. 043 - SAMPLE NO. - :igure A-1 - so1 L CLASS (USCS) - sc CL ;c-CL sc TRENCH T 8 ELEVATION 26 DATE COMPLETED 10/26/90 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION FILL \ Loose, dry, light brown, fine to medium Clayey SAND Firm, damp, grayish-brown, Sandy CLAY with little caliche - Becomes moist at 4 feet Becomes loose to medium dense, fine Clayey SAND to Sandy CLAY Becomes wet, medium brown, fine to medium Clayey SAND - Becomes gravelly and saturated at 10 feet I ALLUVIUM ...................................... ...................................... - Caving from 12 to 15 feet TRENCH TERMINATED AT 15 FEET Log of Test Trench T 8 FAIRU ... WPLiNG UNSUCCESSFUL a ... STANDARD PENETRATION TEST I ... DRIVE SAnPLE (UNDISTURBED) SAMPLE SYMBOLS . . . DISTURBED OR BAG SAMPLE a . .. CHUNK SAMPLE ... UATER TABLE OR SEEPAGE - NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. FILE NO. 04345-04- FEET 0 t -Figure A4 ITRENCH T 9 DATE COMPLETED 10/26/90 JD 555 TRACKHOE (USCS) ~ sc CL - - sc FmL/TOpSoIL Loose, dry, light brown, Clayey SAND with some roots with some cobbles 1 1 ALLUVIUM Stiff, damp to moist, medium brown, Sandy CLAY with caliche DELMAR FORMATION Medium dense, moist, light grayish- brown, fine to medium Clayey SAND with trace of gravel - Concretion at 10 feet TRENCH TERMINATED AT 13.5 FEET Log of Test Trench T 9 FA I RU ... WPLING UNwCCESSFUL a ... STANDARD PENETRATIW TEST I ... DRiM SAnPLE (UNDISmBED) SAMPLE SYMBOLS ... WATER TABLE OR SEEPAGE . . . DISTURBED OR BAG SAMPLE . . . CHUNK SAMPLE c NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOW HEREW APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIWS AT OTHER LOCATIONS AND TIMES. 'ILE - DEPTH IN FEET - 0 2 4 6 8 10 3. 0434 - SAMPLE NO. -04- - ). Q 0 J 0 I: J Li - so1 L CLASS (USCS) TRENCH T10 ELEVATION 38 DATE COMPLETED 10/26/90 EQUIPMENT JD 555 TRACKHOE SM MATERIAL DESCRIPTION FILL Medium dense, dry to damp, fine to medium Clayey SAND with little cobbles - Becomes moist at 2 feet Becomes moist, grayish-brown, fine Clayey SAND .-------------------------------------- DELMAR FORMATION Dense, moist, gray, fine to medium Silty SAND with trace of fossils (laminated) I TRENCH TERMINATED AT 10.5 FEET - Figure A-14, Log of Trench T 10 NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUW HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CMH)ITIONS AT OTHER LOCATIONS AND TIMES. qLE - DEPTH IN FEET - -0 -2 -4 -6 -8 10 . 12 ’ 14 3. 04345-04-02 SAMPLE NO. I TRENCH T 11 SOIL I DATE COMPLETED 10/26/90 CLASS (USCS) ELEVATION 28 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION sc GC :igure A-1 I FILL Medium dense, damp to moist, gray- brown, fine to medium Clayey SAND with some gravel Loose to medium dense, damp, COBBLES and BOULDERS up to 38-inch-diameter with some clayey sand .‘-------------------------------------, CL ALLUVIUM Soft, moist to wet, dark grayish- brown to black, Sandy CLAY D: Medium dense, moist, to wet, light greenish-brown, Clayey SILT wlth some sand ML I TRENCH TERMINATED AT 14 FEET - Log of Test Trench T 11 FAIRIJ NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOM HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. c File No. 04345-04-02 May 21, 1991 APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected relatively undisturbed samples were tested for their in-place dry density, moisture content, and consolidation characteristics. The maximum dry density and optimum moisture content of selected disturbed bulk samples. The results of these tests are summarized on Tables I and II and Figure B-1 through B-6. File No. 04345-04-02 May21, 1991 TABLE B-I Summam of In-Place Moisture-Density and Direct Shear Test Results Angle of Dry Moisture unit Shear Density Content Cohesion ReSistallCe No. % DSf Deerees B1-1 B 1-2 B 1-3 B1-4 B1-5 Bl-6 B3- 1 B3-2 B3-3 104.5 110.7 1163 115.9 104.1 963 102.1 106.5 101.9 21.2 18.5 18.4 1130 17.7 22.3 29.1 22.7 20.4 24.5 29 TABLE B-II am of Twbora tom c ompaction Test Res ults ASTM D1557-78 Maximum Optimum Dry Density Moisture SamDle No. Descr iption Dd % Dry Wt, 12- 1 Black, fine Clayey SAND 123.0 12.2 File No. 04345-04-02 GRAVEL COFIRSE FINE SAND SILT OR CLAY COFIRSE MEDIUM PINE I- I n W 3 > a a W IL I- 0 W s 3 a n GRAIN SIZE IN MILLIMETERS SAMPLE Depth (ft) CLASSIFICATION NATWC LL PL PI B1-2 15.0 (CL) F-C Sandy CLAY w/little silt 18.5 51 15 36 GRADATION CURVE FAIRWAYS CARLSBAD, CALIFORNIA :AIRU Figure B-I File No. 04345-04-02 Initial Dry Density (pcf) 110.7 Initial Water Content (%) 18.5 SAMPLE NO. B1-2 Initial Saturation (%) 97.0 Sample Saturated at (ksf) 0.5 9.1 APPLIED PRESSURE (ksf) 9 CONSOLIDATION CURVE FAIRWAYS CARLSBAD, CALIFORNIA :A I RW Figure B-2 File No. 04345-04-02 Initial Dry Density (pcf) 104.1 Initial Water Content (%) 22.3 I ~~ SAMPLE NO. B1-5 Initial Saturation (%) 98.0 Sample Saturated at (ksf) 0.5 APPLIED PRESSURE (ksf) CONSOLIDATION CURVE FAIRWAYS CARLSBAD, CALIFORNIA :A I RU Figure B-3 File No. 04345-04-02 i Initial Dry Density (pcf) 106.5 Initial Water Content (%) 20.4 SAMPLE NO. B3-2 Initial Saturation (96) 100 SamDle Saturated at (ksf) 0.5 8 n I- 0 n J 0 u) z 0 0 c 0 U W [L a 3 e. 1 1 CONSOLIDATION CURVE FAIR WAYS CARLSBAD, CALIFORNIA :AIRU Figure B-4 c File No. 04345-04-02 BOW 2075 SAMPLE NO. B I - 2 APPLIED PRESSURE 2 (ksf ) IIIV II IIIIIIIII Ill 1111111111111111 IIIIIIII 1111111111111111lllllIlllllllllll IIIIN IIIIIII 11111111111111111111111111 I 11 lillllllllil11il II IIIIII Ill I1 IIIIII Ill I1 IIIII Ill 11 IIIIII Ill I'!!! !-,!I!!!!!!! !'!!!"'""'!!!!!'"!'!""'~'""""'"'I 2100 IIIII I ~iiiiiiiiiiiiiiiiiiii iii 11 iiiiiiri 2125 SAMPLE NO. APPLIED PRESSURE (kif 1 t: I: I I I I I I i I I I I! ;I I I I::;; I I I I I I I I I: I:: I::: I"'""'"""""""""""""'"'"''"'~ '""""""4 0 2 4 6 8 v7iiiii in MINUTES 10 12 TIME RATE CURVES FAIRWAYS CARLSBAD, CALIFORNIA Figure B-5 c I File No. 04345-04-02 SAMPLE NO. B 1- 5 APPLIED PRESSURE 4 (ksf 1 I"'"'""'" 1900 I"'""'""' I"'""'""' 1111111111111 11111111111 "1"11"'1' 0 2 11111111111ll111ll1111l11111l111l111111111111 111111111111111111111111111111 I1 ~111111lllll I 111111111111111111111111111111111111111111111 I SAMPLE NO. B 3 -2 APPLIED PRESSURE 2 (ksf 1 11111111111111111111111111 II1IIIIIIIII1IIIIII1111111 I 1 I 8 IO UTES TIME RATE CURVES FAIRWAYS .. CARLSBAD, CALIFORNLA i Figure B I