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HomeMy WebLinkAbout2677 OCEAN ST; ; 87-111; PermitIRF RAIl PAINT PN 111111111 A PDF MARIb APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING DEPARTMENT APPLICATION & PERMIT 1200 Elm, Carlsbad, California 92008-1989 (619) 438-5525 JOB ADDRESS AV. ST. I DATE OF APPLICATION 2677 &2679OCEANSTREET, CARLSBAD, CA ... . . F~D ' .413/ . OWNER'S NAME ,•' - OWNER'S PHONE - CONTRACTOR Russell W. Grbsse, Mary E. Grosse 438-3141 Russell W. Grosse Developmen 1Irbet- Mnny & Mary ooney Co.. Inc. BUSIES LICENSE # ~7l0. CONTRACTORS PHONEd '33l41 VALUATION //to PERMIT NUMBER ___________ ZONV OWNER'S noufLiNG ADDRESS . 5050 Avenida Encinas, Carl3bad, LA LONIRACTORS ADDRESS - 5850 Avenida FncinaS, Carlsbad LICENSE NO. 378383 PLAN I.D. # BLDG USE CODE IlO 0BIf6K A SUBDIVISION SA9G L NO. OCDIGNCR DESCRIPTION OF WORK LICENSE U STANDARD PLAN U BUILDING SO. FOOTAGE DESIGNER'S ADDRESS DESIGNER'S PHONE Not Valid Unless Machine Certified - . CONSTRUCT A SEAWALL F/P FLR ELEV. YO P40 I NO StORIES I QCCQP I EDU I I ., CENSUS TRACT I GP LAND USE I PARKING SPACE RES UNITS GRADING PERMIT ISSUED V 0 N o I REDEVELOPMENT AREA yo ND I I TYPE CONST 0CC LOAD I FIRE SPR rD ND OTY. PLUMBING PERMIT. ISSUE QTY. MECHANICAL PERMIT - ISSUE 3'-. SUMMARY/ACCOUNT NUMBER - EACH FIXTURE TRAP / - INSTALL FURN. DUCTS UP TO 100,000 BTU BUILDING PERMIT 01-00-00-8220 EACH BUILDING SEWER . '. OVER 100,000 BTU SIGN PERMIT 01-00-00-8221 - EACH WATER HEATER AND/OR VENT BOILER/COMPRESSOR UP TO 3 His __..- , PLAN CHECK 01-00-00-8806 EACH GAS SYSTEM 1 TO 4 OUTLETS BOILER/COMPRESSOR 3-15 His TOTAL PLUMBING 01 Q21dPit 1.7 EACH GAS SYSTEMS OR MORE METAL FIREPLACE " , ELECTRICAL 01-00-00-8223 EACH INSTAL.. ALTER, REPAIR WATER PIPE VENT FAN SINGLE DyPY . _____________ MECHANICAL _______________________________________ 01-00-00-8224 EACH VACUUM BREAKER MECH EXHAUST, 000/DUCTS MOBILEHOME - 01'00'00-8225 WATER SOFTNER , RELOCATW(OF EA FURNACE/HEATER . MOBILEHOME PARK INSP EACH ROOF DRAIN (I) SOLAR 01'00'00-8226 TOTAL MECHANICAL I STRONG MOTION 80-92-33-0519 '72' TOTAL PLUMBING FIRE SPRINKLERS 01-00-00-8227 CITY. ELECTRICAL PERMIT - ISSUE _, ..,./ QTY. SOLAR -ISSUE PUBLIC FACILITIES FEE 32-00-00'8923 BRIDGE FEE NEW.CONST EA AMP/SWTIBKR ,/ COLLECTORS . . SCHOOL FEE- DISTRICT 1 PH 3 PH - - STORAGE TANKS Carlsbad 80-92-21-0519 EXIST BLDG EA AMP/SWT/BKR ROCK STORAGE ..... . Encinitas 80-92'22'0519 1 PH 3 PH . PUMP .. San Dieguito - 80-92'23'0519 REMODEL/ALTER PER CIRCUIT . PLAN CHECK FEE San Marcos 80-92-24-0519 TEMP POLE 200 AMPS OVER 200 AMPS LJ81(" TEMP OCCUPANC43 TOTAL ELECTRICAL "J TOTAL SOLAR TOTAL FEES PAYABLE n. Every permit issued bythe Building Official under the piovisionsofthis * AN oSIlA,PEIT IS REQUIRED FOR EXCAVATIONS OVER expirfby limitation and become null and Oid, if the building or wbrk 5'0"DEEP AND DEMOlITION OR CONSTRUCTION OF CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE by such prmlt io not commenced within 180 dao from the date of such STRUCTURES I HAVE CAREFULLY EXAMINED THE COMPLETED APPLICATION ANOPERMIT" AND DO HEREBY 7nd;n DECLARATIONS ARE TRUE AND CORRECT AND I. FURTHER CERTIFY AND AGREE IF A PERMIT IS r-i' ES IN HEIGHT ISSUED: TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CON- the building or work authorized by such permit is suspended or at any fige after the work Is commenced for a period of 180 days. - STRUCTION, WHETAER SPECIFIED-HEREIN OR NOT, I ALSO AGREE TO SAVE INDEMNIFY AND APPLICANT'S S(G TURE * KEEP HARMLESS THE tiff OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND CONTRACTORKI APPROVED BY EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE - BY 'PHON,D GRANTING OF THIS PERMIT. - Russ?/ rdw as o I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with I Section 1000) of Division ,3 of the Business and Professions Code, and my license Is in I full force and effect. L Lic. No. __________ Class 0 I hereby affirm that i am exempt from the Contrac-tors License Law for the following reason (Sec. 7031.5 Bucinncx and Professions Cods: Any city or county which rc ryiircv a porn4t to conctruct 31t0r, improve, demolish, or repair any structure. prior to its issuance also requires the ap- plicant for each permit to file a sly sad statement that ha 3 licensed pursuant Is the previsions 01 the Contractors License Law (Chapter 9 commencing with Section 7000 of Division 301 the Business and Professions Cods) or that is ex capt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by an applicant for a permit sub-Will the applicant tea clvii penalty ni nnl more than five boo dred dollars ($500). I, as owner of the property, or my employees with wages on their note compensation will do the work, and the struc-ture Is not intended or offered for sale (Soc. 7044. Business ..a and Professions Code: The Contractor's License Law does 3 inn ppty, IS all uwno 01 pmpery woo builds or impteves thereon and who does such work himsolt or through his owe employees, provided that such improvements are net Intend- lull ed or offered for sale, if, however, the building or improve- Z meot is sold within one year 01 completion, the owner-builder will have the hordes of proving that he did not build or Im- prove for the purpose 01 sale). I, as owner of the property, am exclusively contracting with licensed contractors to Construct the project (Soc. 7044. Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or im-proves thereon, and who contracts for each projects with a gniractor(s) license pursuant to the Contractor's License O As a homeowner lam improving my hems, and the follow-ing conditions exist: The work is being performed prier to sale, I have lived in my home for twelve months prior to completion of this work. i have not claimed this exemption during the - last three years. tam exempt under Sec. • B & P.C. for this reason O thereby affirm that I have a certificate ot con sd' to seif-insure, or a certificate of Wo Ors' Compensation Insurance. or a certified copy erect Sec. 3800, Labor Code). POLICY NO. COMPANY — O Copy is filed with the City. O Certified copy is hereby fu ished, CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars (9100) or less) C I certify that in the performance of the wont for which this permit is issued. I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California NOTICE TO APPLICANT If. offer mukin3 this Certi I icafe of Exemption, you should become subject to the Woiter5' Compensation provisions of the Labor Code, you must forthwith comply with Such - provisions or this permit shall be deemed revoked r 0 I hereby affirm that there is a construction 15 j lending agency 'or the performance of the wort 101 whiCh this permit is issued (Sec 3097. Civil Code) Lender's Name - L Lender's Address 7-/1) FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS INSPECTOR'S NOTES - - INSPECTION REQ. IF co I APPROVAL NSPECTOR'S DATE fL(pt-r&L ?( o6-" C'4Cø2 SOILS COMPLIANCE PRIOR TO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE POST TENSIONED CONCRETE FIELD WELDING HIGH STRENGTH BOLTS SPECIAL MASONRY PILES'CAISSONS c'W? M02 flThT 0TD4$c Rt INSPFCTIflN TYPF DATE INSPECTOR BUILDING FOUNDATION REINFORCED STEEL MASONRY GUNITE OR GROUT FLOOR & CEILING SUB FRAME I SHEATHING FRAME EXTERIOR LATH INSULATION INTERIOR LATH & DRYWALL PLUMBING SEWER AND BL/CO PLUMBING UNDERGROUND PLUMBING TOP OUT TUB AND SHOWER PAN GAS TEST ELECTRICAL TEMPORARY POWER ELECTRIC UNDERGROUND ROUGH ELECTRIC ELECTRIC SERVICE BONDING G. F. I. - SMOKE DETECTOR MECHANICAL DUCT & PLEM.. REF. PIPING HEAT - AIR COND. - SOLAR SYSTEMS VENTILATING SYSTEMS CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE ITEMS ABOVE HAVE BEEN APPROVED. JOB SITE FINAL PLUMBING ELECTRICAL MECHANICAL (\ GAS BUILDING SPECIAL CONDITIONS CERT OF OCCUPANCY ISSUED ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: AplL 1 , 19%7 (]APPLICANT JURISDICTION JURISDICTION: Ciry OFE C.A.o HPLAN CHECKER DFILE COPY PLAN CHECK NO: []UPS DDESIGNER PROJECT ADDRESS: V-17-71 AvE,iiD PROJECT NAME:__________________________________ D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The. plans transmitted herewith will substantially complr, im with the jurisdiction's building codes when minor deficien- cies identified . are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. fl The check, list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. D The applicant's copy of the checklist has been sent to: Is Esgil staff did not advise the applicant contact person that plan check has been completed. U Esgil staff did advise applicant that the plan check has been completed. Person contacted:______________________ Date contacted: Telephone #________________ q.JIOTO ,E &LDD 'tjit,'/ P.3GI ,6/ REMARKS: _ FOP T4.F- A .3o'rE .kOLLC) TO PLL - ru C% UE 4A.L.L PRoVDC C TDJUOU' 5Pc.%.L 10159C.Cr1oki o JAT101J &P.3D C.AO I I4C tjITi4 vJAt..t 1e.rIou ID Criy ,o -r4E- oFFicj.L TI4&T 0T0l.3 C-0Wr-L-VG t0WSj AD trr* U RE.Por JA A1b O I.4%(c..&rIouS R.. DDTIOJAI P.E.COpUiE'4OATI I 0." By: Enclosures:____________________ ESGIL CORP,9ATION r BY: ENCL: ESGIL CORPORATION 9320 CHESAPEAKE DR.. SUITE 208 SAN DIEGO, CA 92123 (619) 560.1468 DATE: M AMC- I-1 JURISDICTION: CITY OF CARLSBAD PLAN CHECK NO: PROJECT ADDRESS: 277-7'T RIDCT PLAN CHEC FILE COPY UPS DESIGNER PROJECT NAME: - G 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 D 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 0 identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is the jurisdiction's copy for your information. The plans are being held at Esgi]. Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: BILL-O55 580 A t.& E C&LB8D, CA, 72OO' 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: PLANEZNO. JURISDICIION: CITY OF CARLSBAD TO: E51LL Gc.o',a %so AuEIt4 t.C..IJAS CALe&c C. 200e PROJECT DATA OCCUPANCY: R. -r \JALLS BUThDflG USE: A. C.o -ErE TYPE OF NSTRUCTION: 4 MA.50LISty ACTUAL AREA: MAELEAREA: STORI: BKtcT: 20 SPRflWS: J-JO ocnJPAwr LOAD: M A. PLANCORRECTION- CITY (W CARLSBAD APA1W(IS: WITH HANDICAPPED ASThUIT! Date plans received by jurisdiction: Date plans received by Esgil Corp.: Date initial plan check completed: By: Applicant contact person:_'--- Gos sa Tel.:________ FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1982 UBC. The above regulations apply to construction, regardless of the code editions adopted by ordinance at the local level. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1982 Uniform Building Code, the approval of• the plans does not permit the violation of any state, county or city law. To sneed up the recheck Process. note on this list (or a copy) where each correction item has been addressed, i.e., plan sheets specification, etc. Be sure to enclose the marked uo list when you submit the revised Plans. CITY OF CARLSBAD PLAN CHECK NO. 87-111 MARCH 9, 1987 Provide a soils report containing appropriate design criteria for the gravity wall as well as the conventional retaining wall. The mass of the wedge of earth over the sloping back side of the gravity wall should not be included in overturning resistance, there will only be a frictional resistance available. This item should be addressed in the soils report. Any horizontal construction joints in the gravity wall will be subject to:tensile stresses - provide dowels and show by calculation size and spacing of dowel requirements, or use only vertical construction joints. Provide materail specifications on plans for concrete (fm), masonry units,mortar, grout and reinforcing steel. Make all corrections on tracings and resubmit two complete sets of plans' for rechecking. If you have any questions, please contact Gene Meier of Esgil Corporation at (619) 560-1468. Thank you. Date t -5/10/-6.7 CITY OF CARLSBAD Prepared byi 13 Bldg. Dept. E VALUATION AND PLAN CHECK FEE E3 Esgil PLAN CHECK NO. 167- 111 BUILDING ADDRESS -'2(77-7 err. APPLICANT/CONTACT %LL Ro55E PHONE NO. 4-- 44%c BUILDING OCCUPANCY R-- WALL DESIGNER TYPE OF CONSTRUCTION - CONTRACTOR PHONE 4B%-;5141 BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE RT. UJ1LL3 \J4. L UE. C.. rr y Air ConditioninE Commercial Residential Res. or Comm. -Fire SDrinklers Total Value I(,1700 Fee Adjusted To Reflect 0 Energy Regulations (Fee x 1.1) (3 Handicapped Regulations (Fee x 1.065) Building Permit Fee $ so Plan Check Fee $ $ COM ME NTS: 8/4/82/44) 'r f - -..-- - PLAN CHECK NO. ADDRESS fk4J DATE 1 ( PLANNING ZONE: "_TYPE OF PROJECT AND USE. SCHOOL DISTRICT: 5A!Y.DIEGUITO ENCINITAS CARLSBAD SAN MARCOS /SETBACKS. J SIDE 0_L-' REAR -' j. DISCRETIONARY. ACTIONS: ' ( REDEVELOPMENT PERMIT. REQUIRED: ( LANDSCAPE PLAN COMMENTS:' - t . ENVIRONMENTAL REQUIRED:__________________________________________________________ COASTAL PERMIT REQUIRED:-. YES NO - - ADDITIONAL COMMENTS:"'______" t5 n mill qiii,4 0 1 bi i !-:401111111 Taw I-I '" '":-'; .'j;;&:':.'..t -.'. Y ENGINEERING LEGAL QUIREMENtS ••4. LEGAL DESCRIPTION VERIFIED?`- APN CHECKED? - EASEMENTS: flviQ RIGHT-OF-WAY:_________________________ EDU'S: DRAINAGE: 011( IMPROVEMENTS: - n.,. •.' •.'•• •- I . PERMITS RE( IRED ' '"'• 4, 4 5 GRADING:E le,Lo) GRADING COMPLETION CERTIFIED:________________ DRIVEWAY: A2/A—_ ¶ __ '."" INDUSLRIAL WASTE:____________________________ FEES REQUIRED ' . -.. • PARK-IN-LIEU QUADRANT:.A)_t FEE PER UNIT: TOTAL TOTAL FEE:_____________ P.F.F.: /VdA TRAFFICIMPACTFEEPER UNIT: TOTAL FEE:_____________ FACILITIES MCMI. FE BRIDGE & THOROUGHFARE FEE:______________ SEWER FEE (CONNECTION): - SEWER LATERAL: ADDITIONAL COMMENTS:___________________________ be-Pore ttf a, 4-I DPDZ;DPD6: WILqf cb I 5850 Avenida Encinas, Suite A Carlsbad, California 92008 Phone 619/438-3141 March 31, 1987 Esgil Corporation 9320 Cheasepeake Drive, Ste 208 San Diego, CA Attn: Gene Meiers Re: Ocean Street - Job No. 85-4016 Dear Gene: Regarding our conversation this date, please find enclosed the amendment to Soils Report dated June 13, 1985. If this does not answer all of the questions you have inthis regard, please contact us immediately. Sincerely, De 'r dw Contractors License No. 378383 STATE OF CALIFORNIA-THE RESOURCES AGENCY GEORGE DEUKMEJIAN, Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO COAST DISTRICT 1333 CAMINO DEL RIO SOUTH SUITE 125 SAN DIEGO, CA 92108-3520 (619) 9740 - c~ M 'T GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY 04 November 1986 Mr. Russell Grosse RUSSELL GROSSE DEVELOPMENT COMPANY 5850 Avenida Encinas Carlsbad, CA 92008 Subject: Report of Soil Investigation Addendum No. 1 - Proposed Seawall Residential Lot 2600 Block Ocean Street Carlsbad, California Dear Mr. Grosse: Job No. 85-14016 In accordance with your request, Geotechnlcal Exploration, Inc. is providing the attached addendum no. 1 to our original "Report of Soil Investigation" for the subject site. The purpose of our additional investigation was to evaluate the condition of the soils at the location of the subject proposed seawall. It is our understanding that a concrete gravity wall is to be constructed approximately 12 feet east of the west property line (see Figure No. I). The "Report of Soil Investigation" dated June 13, 1985 (Job No. 85-4016) is still considered valid for the proposed residential development, and the following conclusions and recommendations are in addition to those in the original report. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations .are based upon the additional recent field investigation conducted by our firm and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in the City of Carlsbad. 7420 TRADE STREET • SAN DIEGO, CALIFORNIA 92121 • (619) 549-7222 Proposed Seawall Job No. 85-4016 Carlsbad, California Page 2 Our investigation revealed that at the location of the proposed seawall, the site is underlain by dense formational materials with a surface layer of beach sand and terrace deposits that typically extends approximately 3 feet below the existing surface. This surface soil will not provide a stable soil base for the proposed seawall. As such, recommendations have been made to embed the seawall foundation into the underlying formational soils. A. Design Parameters for the Proposed Seawall The seawall foundation shall he embedded a minimum nf 5 feet into dense formational material due to concern for potential scouring by storm surf action. The recommended allowable load-bearing value (at a minimum depth of 5 feet into the dense formational soils) is 6,000 pounds per square foot. This load-bearing value may be utilized in the design of the seawall foundation when founded a minimum of 5 feet into the firm natural ground, measured from the bottom of the footing to the lowest adjacent grade at the time of foundation construction. This load-bearing value may be increased one-third for design loads that include wind or seismic analysis. The active earth pressure (to be utilized in the design of the proposed unrestrained seawall) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). In the event that the seawall is surcharged by sloping backfill, the design active earth pressure shall he based on the appropriate Equivalent Fluid Weight presented in the following table: Proposed Seawall Job No. 85-11016 Carlsbad, California Page 3 Height of Slope/ Height of Wall* Slope Ratio 0.25 0.50 0.75 1.00 (+) 1.5:1.0 (cut only) 52 60 68 70 2.0:1.0 (cut or fill) 44 148 50 52 *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. In the event that a retaining wall is to he designed for restrained condition, a uniform pressure equal to 8xH (eight times the total height of retained soil, considered in pounds per snuare foot) shall be considered as acting everywhere on the back of the wall In addition to the design Equivalent Fluid Weight. 4. The passive earth pressure of the undisturbed natural-ground soils (to be used for design of the seawall foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 350 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground djacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation. S. A Coefficient of Friction of 0.0 times the dead load may he used between the bearing soils and seawall foundations. If the coeffi- cient of friction is to be used in conjunction with passive earth pressures, the coefficient shall be reduced to 0.35. B. General Recommendations 6. The design and installation of any necessary, temporary shoring shall be the responsibility of the general contractor. Bids shall include all costs associated with engineering design and shoring plan preparation. Any damage resulting from inadequate shoring shall be the responsibility of the general contractor. Proposed Seawall Job No. 85-4016 Carlsbad, California "age 4 Where not superceded by specific recommendations presented in this report, trenches, excavations and temporary slopes at the subject site shall be constructed in accordance with subparagraph (1) paragraph (f), of section 1541 of Title 8, Construction Safety Orders, issued by OSHA. GRADING NOTES Any required grading operations shall be performed in accordance with the general earthwork specifications (Appendix B) and the requirements of the City of Crrlsbad Grading Ordinance, under the observation of a qualified Soils Engineer or supervised Field Soils Technician. Geotechnlcal Exploration, Inc. requires that a soils engineer verify the actual soil conditions revealed during site grading work and footing excavation to he anticipated in the "Report of Soil Investigation" for this project. In addition, the compaction of any fill soils placed during site grading work must be tested by a representative of our firm or other qualified field technician. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and .the local grading ordinances. It is the responsibility of the Owner to ensure that the recommenda- tions summarized in this report are carried out in the field opera- tions and that our recommendations for design of the seawall are incorporated in the structural plans and grading plans. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations,. and we cannot he re- sponsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the Contractor. The rontractor should notify the Owner if he considers any of the recommended actions presented herein to be unsafe. Proposed Seawall Job No. 85-14016 Carlsbad, California Page 5 LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in the City of Carlsbad. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It Is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be Issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis which meets the contemporary standard of care in our profession. No other warranty is expressed or implied. This report should he considered valid for a period of three (3) years, and is subject to review by our firm following that time. The firm of Geotechnical Exploration, Inc. shall not he held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report. Once again, should any questions arise concerning this report, please feel free to contact our office. Reference to our Job No. 85-4016 will help to expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. 'i~ Ja,~.Jer Staff Geologist .Ea'Monte, R.C.E. JKI-f7WRL/CWL/pj/48 Werner H. Landr.-' Project Coordinator 4A ESSlop (N:'on'9\ %o 25,241 II Fi, VICINITY MAP Thomas Bros pg. 13 NOT TO SCALE NOTE: This Site Plan is not to be used for legal purposes. Locations and dimensions are approxi-mate. Actual property dimensions and locations of utilities may be obtained from the A,.,,cd Building Plans or the "AS-Built" Grading Plans T-1 ijr1 / JI ITOP. OF BLUFF I EXPOSURE I I HP —5 I .1 I. ' HP-3 I- 140' HP-2 I - LEGEND PROPERTY BOUNDARY WOOD FENCE 49 CHAIN LINK FENCE IVi EXPLORATORY WAND PIT PERFORMED 5-30-85 I EXPLORATORY TRENCH T-1 PERFORMED1O-17-86 ____ NOT TO SCALE RIP' RAP: V APPROXI MAT ELOCATION; I OF SEA WALL SITE PLAN 1 EXISTING SLOPE I I RESIDENTIAL SITE 2600 BLOCK OCEAN ST REFERENCE: THIS PLOT PLAN WAS PREPARED FROM CARLSBAD, CA ON—SITE FIELD RECONNAISSANCE PERFORMED FIGURE 1 NY GEl JOB * 85-4016 EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Trackhoe 2' x 20' x 5' Trench 10/17/86 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ±10' Above MSL Approximately 3' - - - JKH FIELD DESCRIPTION AND CLASSIFICATION - 3 : 2 Be 33 ,. , ____________________ DESCRIPTION AND REMARKS (CONSISTENCY, (ft MOISTURE, COLuR, GRAIN SIZE) U 5 Z XZ Z z o 0 FINE SAND. Poorly cemented. SM - Dense. Damp. Light gray. BEACH SAND 2 - FINE TO MEDIUM SAND with abundant SM • cobble. Dense. Moist. Gray- brown. 3 - TERRACE DEPOSIT - 1 FINE TO COARSE SAND with some silt. GM 11.7 22.9 2.0 121 99 • :.; Very Dense. Moist. Tan-yellow. 10.4 25.4 101 2 : 31 FORMATION 5 - 11.9 22.2 99 Bottom of Hole @ 5' - Water from all sides of trench at - formation contact. JOB NAME Residential Lot V WATER TABLE SITE LOCATION - 2600 Block Ocean Street, Carlsbad, CA . LOOSE BAG SAMPLE JOB NUMBER REVIEWED BY • LOG. NO. IN PLACE SAMPLE 85-1+016 T1 FIGURE NUMBER DRIVE SAMPLE F OD J SAND CONE/ F.D.T: Ila 9 EQUIPMENT DIMENSION 8 TYPE OF EXCAVATION DATE LOGGED Trackhoe 2' x 10 x 5' Trench 10/17/86 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ±10' Above MSL Approximately 3' — — JKH FIELD DESCRIPTION AND CLASSIFICATION —j ac III ____________________ — ILJ DESCRIPTION AND REMARKS (CONSISTENCY, MOISTURE, C)LuR, GRAIN SIZE) 0 20 FINE SAND. Poorly cemented. SM • :.••: Dense. Damp. Light gray. BEACH SAND FINE TO MEDIUM SAND with abundant SM cobble. Dense. Moist. Gray- brown. 2 .0.- - — TERRACE DEPOSIT — 3 • FINE TO COARSE SAND with some silt. GM Very Dense. Moist. Tan-yellow. LI — FORMATION — • Bottom of Hole @ 51 JOB NAME Residential Lot SITE LOCATION V WATER TABLE 2600 Block Ocean Street, Carlsbad, CA LOOSE BAG SAMPLE JOB NUMBER REVIEWED BY LOG. NO. IN PLACE SAMPLE 85-4016 DRIVE SAMPLE 1 D VIAND T2. FIGURE NUMBER J SAND CONE/F.D.T. I I b medium U.S. standard a" sizes IIIIIIIIh1UIllhIIIiIflhIEIIIIIuIIIlIflhlRiiiii IIIlIIIIuIII!lIIIPIIHIIl1IIIIuIIHhIIIIIlIIII; IIIIIIIIIIIIIIlIIiIIIII1llhIIIIIIIIIIIIIIIIIH IIIIIIIIIIIIIII1IIhiIUIIllIHhIIIIIIIIIIIIllhI IIIIIIIIIIIUIII1IIIhiIIIII1HIIIuIIIIIlIuIIIiii IIIIIIIIIIIIIII1IIIFII1O IltIlIlIllUlU 111111111 IIIUIIIIIIIIIIllhIIIiIiIIIJ1IIIIIIIIIIIIPIIII1II IIUUIIIIIlIIIIflhIIIIIIIIDIIIIIIIIIIllhUIIINI IIIIlIIIi1IIUIDIIIIiIIIIlflhIIIIIlIIIIIIIIIII11 120 JOB NO:85-4016 FIGURE NOIII 140 130 LABORATORY SOIL DATA SUMMARY ASSIGNED SHEAR DATA I 2 3 APPARENT COHESION 100 APPARENT FRICTION ANGLE 340 Gravel Sand Fines 90 MAXIMUM DRY I 2 3 DENSITY (pcf) 124 OPTIMUM MOISTURE CONTENT (%) 12.0 Grain diameter. mm 2.70 260 SPECIFIC GRAVITY S - 2.50 ZERO AIR VOIDS CURVES I I I I I I MOISTURE CONTENT % I I 900 10 20 30 LABORATORY COMPACTION TEST SOIL TYPE SOIL CLASSIFICATION BORING NO. TRENCH NO. DEPTH I FINE TO COARSE SAND w/some silt. Tan-yellow. T-1 4' 2 3 40 SWELL TEST DATA I 2 3 INITIAL DRY DENSITY (Pei) INITIAL WATER CONTENT (%) LOAD (put) PERCENT SWELL APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION COARSE-GRAINED More than half of material Is larger than a No. 200 sieve GRAVELS, CLEAN GRAVELS More than half of coarse fraction is larger than GW Well-graded gravels, gravel and sand mix- No. 4 sieve size, but smaller than 3" tures, little or no fines. GP Poorly graded gravels, gravel and sand mix- tures, little or no fines. GRAVELS WITH FINES (appreciable amount) SANDS, CLEAN SANDS More than half of coarse fraction is smaller than a No. 4 sieve. SANDS WITH FINES (appreciable amount) GM Silty gravels, poorly graded gravel-sand-silt mixtures. GC Clay gravels, poorly graded gravel-sand-silt mixtures. SW Well-graded sand, gravelly sands, little or no no fines. SP Poorly graded sands, gravelly sands,, little or no fines. SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and clay mixtures. FINE-GRAINED More than half of material Is smaller than a No. 200 sieve SILTS AND CLAYS Liquid Limit Less Than 50 Liquid Limit Greater Than 50 HIGHLY ORGANIC SOILS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils. APPENDIX B GENERAL EARTHWORK SPECIFICATIONS General The objective of these specifications is to properly establish procedures for the clearing and preparation of the existing natural ground or properly compacted fill to receive new fill; for the selection of the fill material; and for the fill compaction and testing methods to be used. Scope of Work The earthwork Includes all the activities and resources provided by the contractor to construct In a good workmanlike manner all the grades of the filled areas shown in the plans. The major Items of work covered in this section include all clearing and grubbing, removing and disposing of materials, preparing areas to be filled,, compacting of fill, compacting of backfills, subdraln Installations, and all other work necessary to complete the grading of the filled areas. Site Visit and Site Investiciatlon The contractor shall visit the site and carefully study It and make all Inspections necessary In order to determine the full extent of the work required to complete all grading In conformance with the drawings and specifications. The contractor shall satisfy himself as to the nature, location and extent of the work; conditions, the conformation and condition of the existing ground surface; and the type of equipment, labor, and facilities needed prior to and during prosecution of the work. The contractor shall satisfy himself as to the character, quality and quantity of surface and subsurface materials or obstacles to be encountered. Any inaccuracies or discrepancies between the actual field conditions and the drawings, or between the drawings and specifications, must be brought to the engineer's attention in order to clarify the exact nature of the work to be performed. A soils investigation report has been prepared for this project by and it is available for review and should be used as a reference to the surface and subsurface soil and bedrock conditions on this project. Any recommendations made in the report of the soil Investigation or subsequent reports shall become an addendum to these specifications. Authority of the Soils Engineer and Engineering Geologist The soils engineer shall be the owner's representative to observe and test the construction of fills. Excavation and the placing of fill shall be under the observation of the soils engineer or his/her representative, and he/she shall give a written opinion regarding conformance with the specifications upon completion of grading. The soils engineer shall have the authority to cause the removal and replacement of porous topsoils, uncompacted or improperly compacted fills, disturbed bedrock materials and soft alluvium, and shall have the authority to approve or reject materials proposed for use in the compacted fill areas. The soil engineer shall have, in conjunction with the engineering geologist, the authority to approve the preparation of natural ground and toe-of-fill benches to receive fill material. The engineering geologist shall have the authority to determine the stability of the existing or proposed slopes and to determine the necessity of remedial measures. If any unstable condition Is being created by cutting or filling, the engineering geologist and/or soil engineer shall advise the contractor and owner immediately and prohibit grading in the affected area until such time as corrective measures are taken. The owner shall decide all questions regarding: (1) the Interpretation of the drawings and specifications, (2) the acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation. Clearing and Grubbing Clearing and grubbing shall consist of the removal from all areas to be graded of all surface trash, abandoned Improvements, paving, culverts, pipe, and vegetation (including -- but not limited to -- heavy weed growth, trees, stumps, logs and roots larger than 1-inch In diameter). All organic and inorganic materials resulting from the clearing and grubbing operations shall be collected, piled and disposed of by the contractor to give the cleared areas a neat and finished appearance. Burning of combustible materials on-site shall not be permitted unless allowed by local regulations and at such times and in such a manner to prevent the fire from spreading to areas adjoining the property or cleared area. It is understood that minor amounts of organic materials may remain In the fill soils due to the near impossibility of complete removal. The amount remaining, however, must be considered negligible and in no case can be allowed to occur In concentrations or total quantities sufficient to contribute to settlement upon decomposition. Preparation of Areas to be Filled After clearing and grubbing, all uncompacted or improperly compacted fills, soft or loose soils, or unsuitable materials, shall be removed to expose competent natural ground, undisturbed bedrock, or properly compacted fill as indicated In the soils investigation report or by our field representative. Where the unsuitable materials are exposed in final graded areas, they shall be removed and replaced as compacted fill. The ground surface exposed after removal of unsuitable soils shall be scarified to a depth of at least 6 Inches, brought to the specified moisture content, and then the scarified ground compacted to at least the specified density. Where undisturbed bedrock Is exposed at the surface, scarification and recompaction shall not be required. All areas to receive compacted fill, including all removal areas and toe-of-fill benches, shall be observed and approved by the soil engineer and/or engineering geologist prior to placing compacted fill. £4. Where fills are made on hillsides or exposed slope areas with gradients greater than 20 percent, horizontal benches shall be cut Into firm, undisturbed natural ground In order to provide both lateral and vertical stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The Initial bench at the toe of the fill shall be at least 10 feet In width on firm, undisturbed, natural ground at the elevation of the toe stake placed at the bottom of the design slope. The engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of the slope. Ground slopes flatter than 20 percent (5.0:1.0) shall be benched when considered necessary by the soils engineer. Fill and Backfill Material Unless otherwise specified, the on-site material obtained from the project excavations may be used as fill or backfill, provided that all organic material, rubbish, debris, and other objectionable material contained therein is first removed. In the event that expansive materials are encountered during foundation excavations within 3 feet of finished grade and they have not been properly processed, they shall be entirely removed or thoroughly mixed with good, granular material before Incorporating them in fills. No footing shall be allowed to bear on soils which, In the opinion of the soils engineer, are detrimentally expansive -- unless designed for this clayey condition. 11 However, rocks, boulders, broken portland cement concrete, and bituminous type pavement obtained from the project excavations may be permitted in the backfill or fill with the following limitations: The maximum dimension of any piece used in the top 10 feet shall be no larger than 6 inches. Clods or hard lumps of earth of 6 inches or in greatest dimension shall be broken up before compacting the material in fill. if the fill material originating from the project excavation contains large rocks, boulders, or hard lumps that cannot be broken readily, pieces over 6 inches in diameter to 2 feet in maximum dimension may be used in fills below final subgrade if all pieces are placed in such a manner (such as windrows) as to eliminate nesting or voids between them. No rocks over 4 feet will be allowed in the fill. Pieces larger than 6 Inches shall not be placed within 12 inches of any structure. S. Pieces larger than 3 Inches shall not be placed within 12 inches of the subgrade for paving. Rockfills containing less than 40 percent of soil passing 3/4-inch sieve may be permitted in designated areas. Specific recommen- dations shall be made by the soils engineer and be subject to approval by the city engineer. Continuous observation by the soils engineer is required during rock placement. Special and/or additional recommendations may be provided In writing by the soils engineer to modify, clarify or amplify these specifications. During grading operations, soil types other than those analyzed in the soil investigation report may be encountered by the contractor. The soils engineer shall be consulted to evaluate the suitability of these soils as fill materials. Placina and compacting Fill Material 1. After preparing the areas to be filled, the approved fill material shall be placed in approximately horizontal layers, with lift thickness compatible to the material being placed and the type of equipment being used. Unless otherwise approved by the soils engineer, each layer spread for compaction shall not exceed 8 inches of loose thickness. Adequate drainage of the fill shall be provided at all times during the construction period. AMO When the moisture content of the fill material is below that specified by the engineer, water shall be added to it until the moisture content Is as specified. When the moisture content of the fill material Is above that specified by the engineer, resulting In inadequate compaction or unstable fill, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is as specified. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the density set forth in the specifications. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers or other approved types of acceptable compaction equipment. Equipment shall be of such design that it will be able to compact the fill to the specified relative compaction. Compaction shall cover the entire fill area, and the equipment shall make sufficient trips to ensure that the desired density has been obtained throughout the entire fill. At locations where it would be impractical due to inaccessibility of rolling compacting equipment, fill layers shall be compacted to the specified requirements by hand-directed compaction equipment. When soil types or combination of soil types are encountered which tend to develop densely-packed surfaces as a result of spreading or compacting operations, the surface of each layer of fill shall be sufficiently roughened after compaction to enure bond to the succeeding layer. Unless otherwise specified, fill slopes shall not be steeper than 2.0 horizontal to 1.0 vertical. In general, fill slopes shall be finished in conformance with the lines and grades shown on the plans. The surface of fill slopes shall be overfilled to a distance from finished slopes such that it will allow compaction equipment to operate freely within the zone of the finished slope, and then cut back to the finished grade to expose the compacted core. Alternate compaction procedures Include the backrolllng of slopes with sheepsfoot rollers In increments of 3 to 5 feet in elevation gain. Alternate methods may be used by the contractor but they shall be evaluated for approval by the soils engineer. Unless otherwise specified, all allowed expansive fill material shall be compacted to a moisture content of approximately 2 to 4 percent above the optimum moisture content. Nonexpansive fill shall be compacted at near optimum moisture content. All fill shall be compacted, unless otherwise specified, to a relative compaction not less than 95 percent for fill in the upper 12 inches of subgrades under areas to be paved with apshalt concrete or portland concrete, HMO 6 and not less than 90 percent for other fill. The relative compaction Is the ratio of the dry unit weight of the compacted fill to the laboratory maximum dry unit weight of a sample of the same soil, obtained in accordance with A.S.T.M. D-1557 test method. 8. The observation and periodic testing by the soils engineer is Intended to provide the contractor with an ongoing measure of the quality of the fill compaction operation. it Is the responsibility of the grading contractor to utilize this Information to establish the degrees of compactive effort required on the project. More Importantly, it is the responsibility of the grading contractor to ensure that proper compactive effort is applied at all times during the grading operation, including during the absence of soils engineering representatives. Trench Backfill Trench excavations which extend under graded lots, paved areas, areas under the influence of structural loading, in slopes or close to slope areas, shall be backfilled under the observations and testing of the soils engineer. All trenches not failing within the afore- mentioned locations shall be backfilled in accordance with the City or County regulating agency specifications. Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laboratory maximum dry density. Any soft, spongy, unstable, or other similar material encountered in the trench excavation upon which the bedding material or pipe is to be placed, shall be removed to a depth recommended by the soils engineer and replaced with bedding materials suitably densif led. Bedding material shall first be placed so that the pipe is supported for the full length of the barrel with full bearing on the bottom segment. After the needed testing of the pipe Is accomplished, the bedding shall be completed to at least 1 foot on top of the pipe. The bedding shall be properly densified before backfill is placed. Bedding shall consist of granular material with a sand equivalent less than 30 or other material approved by the engineer. 14 No rocks greater than 6 inches In diameter will be allowed in the backfill placed between 1 foot above the pipe and 1 foot below finished subgrade. Rocks greater than 2.5 inches in any dimension will not be allowed in the backfill placed within 1 foot of pavement subgrade. S. Material for mechanically compacted backfill shall be placed in lifts of horizontal layers and properly moistened prior to compaction. In addition, the layers shall have a thickness compatible with the 7 material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, and then tamped or roiled until the specified relative compaction has been attained. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibratory rollers, or other mechanical tampers. Impact-type pavement breakers (stompers) will not be permitted over clay, asbestos cement, plastic, cast iron, or nonreinforced concrete pipe. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result In damage to adjacent ground, existing improvements, or Improvements Installed under the contract. The contractor shall make his/her own determination in this regard. Jetting shall not be permitted as a compaction method unless the soils engineer allows it in writing. B. Clean granular material shall not be used as backfill or bedding In trenches located in slope areas or within a distance of 10 feet of the top of slopes unless provisions are made for a drainage system to mitigate the potential buildup of seepage forces into the slope mass. Observations and Testin The soils engineers or their representatives shall sufficiently observe and test the grading operations so that he/she can state his/her opinion as to whether or not the fill was constructed in accordance with the specifications. The soils engineers or their representatives shall take sufficient density tests during the placement of compacted fill. The contractor should assist the soils engineer and/or his/her representative by digging test pits for removal determinations and/or for testing compacted fill. In addition, the contractor should cooperate with the soils engineer by removing or shutting down equipment from the area being tested. Fill shall be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should be performed by using approved methods by A.S.T.M., such as A.S.T.M. D1556, D2922, and/or D2937. Tests to determine density of compacted fill should be provided on the basis of not less than one test for each 2-foot vertical lift of the fill, but not less than one test for each 1,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. In fill slopes, approximately 8 half of the tests shall be made at the final fill slope, except that not more than one test needs to be made for each 50 horizontal feet of slope In each 2-foot vertical lift. Actual test intervals may vary as field conditions dictate. 4. Fill found not to be conformance with the grading recommendations should be removed or otherwise handled as recommended by the soils engineer. Site Protection It shall be the grading contractor's obligation to take all measures deemed necessary during grading to maintain adequate safety measures and working conditions, and to provide erosion control devices for the protection of excavated areas, slope areas, finished work on the site and adjoining properties, from storm damage and floor hazard originating on the project. it shall be the contractor's responsibility to maintain slopes In their as-graded form until all slopes are In satisfactory compliance with the job specifications, all berms and benches have been properly constructed, and all associated drainage devices have been installed and meet the requirements of the specifications. All observations and testing services and approvals given by the soil engineer and/or geologist shall not relieve the contractor of his/her responsibilities of performing the work in accordance with these specifications. After grading is completed and the soils engineer has finished his/her observations and/or testing of the work, no further excavation or filling shall be done except under his/her observations. Adverse Weather Conditions Precautions shall be taken by the contractor during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or Improper surface drainage. Temporary provisions shall be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. During periods of rainfall, plastic sheeting shall be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the contractor shall Install checkdams, desilting basins, rip-rap, sand bags, or other devices or methods necessary to controlerosion and provide safe conditions. 9 During periods of rainfall, the soils engineer should be kept Informed by the contractor as to the nature of remedial or preven- tative work being perofrmed (e.g. pumping, placement of sand bags or plastic sheeting, other labor, dozing, etc.). Following periods of rainfall, the contractor shall contact the soils engineer and arrange a walk-over of the site In order to visually assess rain-related damage. The soils engineer may also recommend excavations and testing in order to aid in his assessments. At the request of the soils engineer, the contractor shall make excavations In order to evaluate the extent of rain-related damage. S. Rain-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions Identified by the soils engineer. Soil adversely affected shall be classified as Unsuitable Materials and shall be subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the soils engineer. Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, shall be overexcavated to unaffected, competent material. Where less than 1.0 foot in depth, unsuitable materials may be processed in place to achieve near-optimum moisture conditions, then thoroughly recompacted In accordance with the applicable specifications, if the desired results are not achieved, the affected materials shall be overexcavated, then replaced in accordance with the applicable specifications. In slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1.0 foot, they shall be overexcavated and replaced as compacted fill in accordance with the applicable specifi- cations. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture condi- tioning in place, followed by thorough recmpaction in accordance with the applicable grading guidelines In accordance with the applicable grading guidelines herein may be attempted. if materials shall be overexcavated and replaced as compacted fill In accordance with teh slope repair recommendations herein. As field conditions dictate, other slope repair procedures may be recommended by the soils engineer. REPORT OF SOIL INVESTIGATION Residential Lot 2600 block Ocean Street Carlsbad, California JOB NO. 85-4016 13 June 1985 prepared for Mr. Cliff Burford RUSSEL GROSSE DEVELOPMENT COMPANY prepared by GEOTECHNICAL EXPLORATION, INC. 8145 Ronson Road, Suite H San Diego, CA 92111 I ID GEOTECHNICAL EXPLORATION, INC. U 11 SOIL & FOUNDATION ENGINEERING GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY 13 June 1985 Mr. Cliff Burford Job No. 85-4016 RUSSEL GROSSE DEVELOPMENT COMPANY 5850 Avenida Encinas Carlsbad, CA 92008 Subject: Report of Soil Investigation Residential Lot 2600 block Ocean Street Carlsbad, California Dear Mr. Burford: In accordance with your request, Geotechnical Exploration, Inc. has performed an investigation of the surface and subsurface soil conditions at the location of the subject proposed residential structure. The field work was performed on May 30, 1985 by our Field Engineer. It is our understanding that the site is being developed to receive a multi-unit residential complex. The structure is to be a maximum of four stories in height and will be constructed of standard-type building materi- als, utilizing conventional, continuous foundations or spread footings. Our investigation revealed the site to be overlain with up to 2 feet of dense fill soils and terrace deposits. These dense soils are underlain by dense, sandy, natural-ground materials. In our opinion, If the conclusions and recommendations presented in this report are Implemented during site preparation, the site will be suited for the proposed development. The work performed and recommendations presented in this report are the result of an Investigation and analysis which meets the contemporary standard of care In our profession. No other warranty is expressed or implied. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 85-4016 will expedite response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. M1. Leslie D. Reed, President LDR/laj 8145 RONSON ROAD, SUITE H • SAN DIEGO, CALIFORNIA 92111-2081 • (619) 560-0428 TABLE OF'CONTENTS PACE I. SCOPE OF WORK 1 II. SITE DESCRIPTION 2 III. FIELD INVESTIGATION 2 IV. DESCRIPTION OF SOILS 3 V. GROUNDWATER 3 VI. LABORATORY TESTS & SOIL INFORMATION 3 VII. CONCLUSIONS AND RECOMMENDATIONS 4 VIII. GRADING NOTES 10 IX. LIMITATIONS 12 FIGURES I • Site Plan Trench Logs Laboratory Test Results Effective Cohesion Effective Friction Angle Maximum Dry Density Optimum Moisture Grain Size Distribution Foundation Requirements Near Slopes APPENDICES Unified Soil Classification System Grading Notes REPORT OF SOIL INVESTIGATION Residential Lot 2600 block Ocean Street Carlsbad, California JOB NO. 85-4016 The following •report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project. I. SCOPE OF WORK It is our understanding, based on communications with Mr. Burford, that the site is intended for the construction of a multi-unit residential complex. With the above in mind, the Scope of Work is briefly outlined as follows: Identify and classify the surface and subsurface soils to depths, in conformance with the Unified Soil Classification System (refer to Appendix A). Determine the allowable bearing pressures for the natural ground and any soils to be used in compacted fill, based on their shear-strength and compression characteristics and our experience with the soils. Recommend treatment for any expansive soils and/or uncompacted fill soils that, If left In place and unmodified, could result in future damages to the proposed structure. Predict the settlement of the natural-ground soils, as well as any recompacted fill soils (recompacted to at least 90 percent of Maximum Dry Density), under the proposed structural loads. S. Recommend active and passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. Residential Lot Job No. 85-14016 13 June 1985 Page 2 II.. SITE DESCRIPTION The property is legally described as: Lots 19 and 20, Block'"Aw according to Map #1221 In the City of Carlsbad. The site, consisting of approximately 6,500 square feet, is located in the 2600 block of Ocean Street adjacent to and north of 2681 in the City of Carlsbad. The property Is bordered on the west by the Pacific Ocean, on the east by Ocean Street, and on the north and south by similar residential units. There were no existing structures on the site at the time of our investigation. Vegetation on the site consists primarily of native weeds, grasses, and a dense growth of ice plant covering the slope down to the beach. The property slopes sharply down to the west from a relatively flat area near Ocean Street, with approximate elevations ranging from 40 feet above mean sea level (MSL) to 10 feet above MSL. Ill. FIELD INVESTIGATION Six test pits were placed on the site, specifically in areas where struc- tures and Improvements will be located and where representative soil conditions were expected. The excavations were located Inthe field in random locations. The excavations were visually inspected and logged by our Field Engineer, and samples were taken of the predominant soils throughout the field operation. 1 Test pit logs have been prepared on the basis of our inspection and the results have been summarized on Figure No. II. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to AppendlxA). CAN Residential Lot Job No. 85-4016 13 June 1985 Page 3 IV. DESCRIPTION OF SOILS The site, in general, is overlain with a varying thickness of fill soils and terrace deposits. These fill soils are dense and consist of dark red to brown, fine to medium sand with slight bits of debris. The terrace deposits are dense and consist of gray to brown, fine to medium sand. These soils reach a maximum thickness of up to 2 feet. The site is underlain by dense, dark red to brown, fine to medium native sands.. V. GROUNDWATER No groundwater problems were encountered during the course of our field investigation and we do hot expect significant problems to develop in the future -- if the property is developed as presently designed. It should be kept in mind, however, that any required grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of minor amounts of surface or near-surface water at locations where none existed previously. The damage from such water Is expected to be minor and cosmetic in nature, If good positive drainage is Implemented at the completion of construction. Corrective action should be taken on a site-specific basis if, and when, It becomes necessary. VI. LABORATORYTESTS AND SOiL.1NFORMATION Laboratory tests were performed on the disturbed and undisturbed soil samples in order to determine their physical and mechanical properties and their ability to support the proposed structure. The following tests were conducted on the sampled soils: __ Jdential Lot Job No. 85-4016 13 June 1985 Page 4 Moisture Content (A.S.T.M. D 2216-71) Density Determinations Mechanical Analysis (A.S.T.M. D 422) The relationship between the moisture and density of undisturbed soil samples gives qualitative information regarding the soil strength characteristics and soil conditions to be anticipated during any future grading operation. The mechanical analysis was used to aid in the classification of the soils according to the Unified Soil Classification System. Based on the above laboratory test data, a thorough visual inspection of the primary soil types on the project, and our previous experience with laboratory testing of soils of the same type, our Geotechnical Engineer has assigned conservative values for friction angle, coefficient of friction, and cohesion to those soils which will have significant lateral support or bearing functions on the project. These values are presented in Figure No. Ill and have been utilized in determining safe bearing values as well as active and passive earth pressure design criteria for wall and footing designs. VII. COPICLUSIONSAND RECOMMNDATIONS The following conclusions and recommendations are based upon the prac- tical field investigations conducted by our firm, and resulting laboratory tests, In conjunction with our knowledge and experience with the soils In this area of the City of Carlsbad. A. PreparatiOn of SóiIi.fO Sitâ beveiapMeiit 1. The existing debris and vegetation observed on the site must be removed prior to the preparation of building pads and/or areas to receive structural improvements. Residential Lot Job No. 85-4016 13 June 1985 Page 5 B. Design Parameters for Foundation and Retaining Wails The maximum safe load-bearing value (at a depth of 12 inches) is at least 2,000 pounds per square foot. This load-bearing value may be utilized in the design of continuous foundations and spread footings when founded a minimum of 12 inches into the firm natural ground or compacted fill, measured from the lowest adjacent grade at the time of foundation construction. We recommend that the proposed four-story structure be founded on at least 18-inch-deep footings. This load-bearing value may be increased one-third for design loads that include wind or seismic analysis. If imported soils are required to bring the site to grade, the imported soils shall be nonexpansive and shall be obtained from an approved off-site borrow area. Due to concern for potential erosion of footings along the beach side by storm surf action and on-site runoff, in addition to our previous recommendations it is recommended that a continuous perimeter caisson and grade-beam foundation system be used to underpin the western wall, and extend 10 feet toward the east. Caissons shall be embedded a minimum of 10 feet Into the existing formational sands. The proposed decking area should also be underpinned by similar caissons embedded a minimum of 10 feet. Such a foundation system shall be designed by a Structural Engineer using a maximum allowable bearing value of 3,000 psf. The soils that occur within 5 feet of the face of any slopes will possess poor lateral stability. Proposed structures and other improvements (such as walls, fences, patios, sidewalks, swimming pool, driveways, asphalt parking, etc.) that are located within 5 feet of the face of slopes could suffer differential movement as a result of the poor lateral stability of these soils and possible erosion of slope material. Residential Lot Job No. 85-4016 13 June 1985 Page 6 Foundations and footings of proposed structures, walls, etc., when founded 5 feet and farther away from the top of slopes, may be of standard design in conformance with the recommended load-bearing value. If the proposed foundations and footings are located closer than 5 feet inside the top of slopes or on the face of slopes, they shall be deepened to 1 foot below a line beginning at a point 5 feet horizontally inside the slopes and projected outward and downward, parallel to the face of the slope (see Figure No. IV). Due to numerous reasons, footings and slabs occasionally crack. Footings. and slabs shall contain at least a nominal amount of reinforcing steel to reduce the separation of cracks, should they occur. 14.1 A minimum of steel for continuous footings shall include two No. 4 steel bars continuous, with one bar near the bottom of the footing and one bar near the top. 4.2 Isolated square footings shall contain a minimum of two No. 4 steel bars, each way, approximately 3 inches above the bottom of the footing. 4.3 Floor slabs shall be 4 inches nominal thickness and reinforced with 6 x 6 - 10/10 welded wire mesh placed at mid-height in the slab. Slabs shall be underlain by a 3-Inch-thick layer of clean sand (S.E. = 30 or greater) overlying a 6-mil visqueen membrane. Slab subgrade soil shall be thoroughly moistened prior to placement of the vapor barrier and pouring of concrete. It is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.) be founded on at least 4 Inches of compacted nonexpansive soils. Residential Lot Job No. 85-4016 13 June 1985 Page 7 We recommend the project Structural Engineer consider isolation joints and saw-cuts to at least 5/8-inch in. depth in any floor slab designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. Based on our laboratory test results and our experience with the soil types on the subject site, the near-surface, undisturbed soils and compacted on-site soils should experience differential settlement in the magnitude of less than 1/2-inch under a structural load of 2,000 pounds per square foot. Formational sands at the depth of the recommended caissons (a minimum of 10 feet) should experience similar settlement under a structural load of 3,000 psf. All retaining walls shall be founded on firm natural ground or properly compacted fills, and shall be designed as follows: The active earth pressure (to be utilized in the design of walls, etc.) shall be based on an Equivalent Fluid Weight of 32 pounds per cubic foot (for level backfill only). In the event that a retaining wall Is surcharged by sloping backfill, the design active earth pressure shall be based on the appropriate Equivalent Fluid Weight presented In the following table: Height of Slope/Height of Wall* Slope Ratio 0.25 0.50 0.75 1.00 (+) 1.5 43 52 58 60 2.0 35 39 42 44 *To determine design active earth pressures for ratios Intermediate to those presented, interpolate between the stated values. Residential Lot Job No. 85-4016 13 June 1985 Pages In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 8xH (eight times the total height of retained soil, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The passive earth pressure of the encountered natural-ground soils (to be used for design of building foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the founda- tion structure is essentially level for .a distance of at least three times the total depth of the foundation. A Coefficient of Friction of 0.4 times the dead load may be used between the bearing soils and concrete wall foundations or structure foundations and floor slabs. If the coefficient of friction is to be used in conjunction with passive earth pressures, the coefficient shall be reduced to 0.35. C. Slope Design It is our opinion that permanent slopes at the subject site will be stable and free from deep-seated failures for the following maximum slope heights: Maximum Height of Slope Slope Ratio Compacted Cut (Horizontal: Vertical) Fill Ground 1.5:1.0 10 2.0:1.0 10 20 In the event that development of the site necessitates construction of steep temporary cut slopes Immediately adjacent to existing struc- Residential Lot Job No. 85-4016 13 June 1985 Page 9 tures, or to property boundaries at which off-site grading permis- sion has not been granted, either shoring, bracing, or underpinning may be required to prevent damage to on-site or off-site structures as a result of construction of the temporary slopes.. This office should be contacted for additional recommendations pertaining to such protection of existing structures. Where not superseded by specific recommendations presented in this report, trenches, excavations, and temporary slopes at the subject site shall be constructed in accordance with subparagraph (1) paragraph (f), of section 1541 of Title 8, Construction Safety Orders, issued by OSHA. It is recommended that all compacted fill slopes and natural cut slopes be planted with an erosion-resistant plant, in conformance with the requirements of the City of Carlsbad. D. Site Drainage Considerations Adequate measures shall be taken to properly finish-grade the site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drain- age will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other Im- provements on the site. In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or Residential Lot Job No, 85-4016 13 June 1985 Page 10 pavement areas, or running uncontrolled over the tops of newly constructed cut or fill slopes. Particular care should be taken to prevent saturation of any temporary construction slopes. Proper subdrains shall be installed behind all retaining walls on the subject project. Geotechnical Exploration, Inc. will assume no liability for damage to structures which is attributable to poor drainage. Planter areas and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes shall be constructed with a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. VIII. GRADING NOTES Any required grading operations shall be performed in accordance with the general requirements of the City of Carlsbad Grading Ordinance, under the observation of a qualified Soils Engineer or supervised Field Soils Technician. 18. Geotechnlcal Exploration, Inc. requires that a qualified soils engineering firm verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated In the "Report of Soil Investigation" for a project. In addition, the compaction of fill soils placed during site grading work must be tested by a representative of a qualified soils engineering firm. In order to minimize any work delays at the subject site during site development, this firm should be contacted 21 hours prior to any need for inspection of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel ir Residential Lot Job No. 85-4016 13 June 1985 Page 11 reinforcement in footing excavations should not occur prior to inspection of the excavations; in the event that our inspection reveals the need for deepening or re-designing foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correc- tion of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.). Any septic tanks, old foundations, subsurface disposal systems, wells, etc., which might bediscoveréd on the site, shall be removed and properly backfilled with approved on-site or imported fill soils, and shall then be compacted to at least 90 percent of Maximum Dry Density. Any backfill soils placed in utility trenches or behind retaining walls which support structures and other improvements (such as patios, sidewalks, driveways, pavements, etc.), other than landscaping, shall be compacted to at least 90 percent of Maximum Dry Density. No Uncontrolled fill soils shall remain on the site after completion of any future site work (except landscape soils). In the event that temporary ramps or pads are constructed of uncontrolled fill soils during a future grading operation, the location and extent of the loose fill soils shall be noted by the on-site representative of a qualified soil engineering firm. The loose fill soils shall be removed and/or recompacted prior to completion of the grading operation. All contemporary pavement section design methods assume compaction of the upper 6 Inches of foundation soil (natural ground or compacted fill) and all base materials to at least 95 percent of Maximum Dry Density. We therefore recommend that the upper 6 inches of foundation soils and all base materials beneath street, driveway, and parking area pavements be compacted to a minimum of 95 percent of Residential Lot Job No. 85-4016 13 June 1985 Page 12 Maximum Dry Density. This recommendation also applies to the upper soils in backfilled trenches or behind retaining wails which support pavement sections. 23. It is the responsibility of the Owner and/or Developer to ensure that the recommendations summarized in this report are carried out in the field operations. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations, and we cannot be re- sponsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the Contractor. The Contractor should notify the Owner if he considers any of the recommended actions presented herein to be unsafe. IX. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in this portion of the City of Carlsbad. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing. excavations are placed. In the event discrepancies are noted, additional recommendations may be Issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis which meets the contemporary standard of care in our profession. No other warranty is expressed or Implied. This report should be considered valid for a period of three (3) years, and is subject to review by our firm following that time, if significant IMO Residential Lot Job No. 85-4016 13 June 1985 Page 13 modifications are made to the building and/or grading plans, especially with respect to the height and location of any cut and fill slopes and the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report. Once again, should any questions arise concerning this report, please feel free to contact our office. Reference to our Job No. 85-4016 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Ja Staff Geologist Werrier R.dry,ProJecrdInator CIiffq*. La-Monte, R.C.E. 252 1 JKH/WRL/ CWL/laJ Attachments EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand tools 2' x V pit 5/30/85 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Not available Not encountered JKH FIELD DESCRIPTION AND CLASSIFICATION — L U. -J u ..jl- Qfl ,. 41- . i- X. II,, _u. ZO ) (I, 1- z I'J . DESCRIPTION AND REMARKS (CONSISTENCY, 0. 11 . MOISTURE, COLOR, GRAIN SIZE) u.s.c.s. 5 I-- o Xl Z 0 0.Z.0 Xo wu . U I 4 (I) o _0 01 10 0.... • p Dense, dry, dark red-brown, fine • to medium sand with cobble, • • 1 asphalt, trash, etc. SM 1.1 134 8.5 132 • FILL Very dense, damp, dark red-brown, • V fine to medium sand. SM 8.4 133 FORMATION 2 BOTTOM OF HOLE — — - — — — JOB NAME Residential Lot V WATER TABLE SITE LOCATION 2600 Block Ocean Street, Carlsbad, CA LOOSE BAG SAMPLE JOB NUMBER REVIEWED BY LOG. NO. IN PLACE SAMPLE 85-4016 HP-I FIGURE NUMBER DRIVE SAMPLE D . ...... I Ia EQUIPMENT DIMENSION B TYPE OF EXCAVATION DATE LOGGED HAND TOOLS 2 x 2 PIT 5/30/85 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY NOT AVAILABLE NONE ENCOUNTERED JKH_ FIELD DESCRIPTION AND CLASSIFICATION 0 0 _J .&; 1,1W u to j1- I,, u>. - Iii T I.. o tia. + jo 0)1 I- J ________________________ __________________ ________________________________ ___ DESCRIPTION AND REMARKS (CONSISTENCY, IL!' 5 IL go —' cz uo z, z e' z o Q. MOISTURE, COLOR, GRAIN SIZE) u.s.c.s. Z Z0 . 5 o 4w o w0 a X0 wu -Jo u 4 n o o 1 - -. Dense, dry, dark red-brown, fine- - medium sand with cobble, rock SM 2.2 126 8.5 132 1 fragments, asphalt, trash, brick etc. Very dense, damp, dark red-brown, fine-medium sand. SM 8.1+ 133 - :•:. FORMATION .2- Bottom of Hole 3. - - - JOB NAME RES IDENTIAL LOT V WATER TABLE SITE LOCATION 2600 Block of Ocean St. LOOSE BAG SAMPLE Carlsbad JOB NUMBER REVIEWED BY LOG. NO. IN PLACE SAMPLE 85-1+016 HP-2 FIGURE NUMBER DRIVE SAMPLE . I lb EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED HAND TOOLS 2' x 2' PIT 5/30/85 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY NOT AVAILABLE NONE ENCOUNTERED I JKH FIELD DESCRIPTION AND CLASSIFICATION o ft _j ____ 0+'U. ________________________________ w w W J z 0 . (0 1- W 0 IL DESCRIPTION AND REMARKS (CONSISTENCY, Ln 6IL IL go It n MOISTURE, COLOR, GRAIN SIZE) u.S.C.S. !o 3 ON Ia a wo mu 0 Dense, dry, dark red-brown, fine- • medium sand with cobble, rock SM 8.5 132 :ç fragments, asphalt, concrete, k.. trash etc. FILL - Dense, damp, gray-brown, fine- SM medium sand with rock fragments - and large cobble. 2- TERRACE DEPOSITS I Very dense, damp, dark red-brown, SM 1.0 118. 8.4 133 .1. fine-medium sand. FORMATION 3. Bottom of Hole JOB NAME RESIDENTIAL LOT V WATER TABLE SITE LOCATION 2600 Block Ocean St. LOOSE BAG SAMPLE Carlsbad JOB NUMBER REVIEWED BY LOG. NO. J IN PLACE SAMPLE -- ....... 85-4016 FIGURE NUMBER DRIVE SAMPLE D . ...,. . EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED HAND TOOLS 2' x 2' PIT 5/30/85 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY NOT AVAILABLE NONE ENCOUNTERED JKH FIELD DESCRIPTION AND CLASSIFICATION ; g U._____________________________ ____ :g ; g le DESCRIPTION AND REMARKS (CONSISTENCY, IL oz MOISTURE, COLOR, GRAIN SIZE) u.s.C.s. 3 oz 340 0.. WO 000 0 (fl W .0 - - VeryDense, dry, dark red-brown, - - - - I fine-medium sand. SM 1.0 116 8.4 133 FORMATION i Bottom of Hole JOB NAME RESIDENTIAL LOT V WATER TABLE SITE LOCATION 2600 Block Ocean St. LOOSE BAG SAMPLE Carlsbad, CA JOB NUMBER REVIEWED BY LOG. NO. fl IN PLACE SAMPLE 85-4016 .-. FIGURE NUMBER DRIVE SAMPLE EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED HAND TOOLS 2' x 2' PIT 5/30/85 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY NOT AVAILABLE NONE ENCOUNTERED - - JKH FIELD DESCRIPTION AND CLASSIFICATION U. . -_. DESCRIPTION AND REMARKS (CONSISTENCY, IL MOISTURE, COLOR, GRAIN SIZE) u.s.c.s. ....o am ao wu u u 0-1 Dense, dry, gray-brown, fine-medium SM - - - - - sand with abundant large cobble. - We ID TERRACE DEPOSITS Very dense, damp, dark red-brown, SM 1.5 8. 133 fine-medium sand. - FORMATION • Bottom of Hole 3. JOB NAME RESIDENTIAL LOT V WATER TABLE - . SITE LOCATION 2600 Block Ocean St. LOOSE BAG SAMPLE Carlsbad, CA JOB NUMBER REVIEWED BY LOG. NO. IN PLACE SAMPLE 85-4016 DRIVE SAMPLE FIGURE NUMBER EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED HAND TOOLS 2' x 2' PIT 5/30/85 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY NOT AVAILABLE NONE ENCOUNTERED JKH 0 -J FIELD DESCRIPTION AND CLASSIFICATION wig zz a LIi. jo I- CC W i DESCRIPTION AND REMARKS (CONSISTENCY, .jl- .,n -III I- - o .ø 1 z . Q. U 11 ). 4 MOISTURE, COLOR, GRAIN SIZE) u.s.c.s. 5 W U. 1 XZ 4W Z IIJ U. x0 0 ..JO mu 4 tn o i 0 10 0.... wu — Dense, dry, dark red-brown, fine- SM - - 132 • f medium sand with cobble, asphalt. - FILL Dense, damp, gray-brown, fine- 8.4 - medium sand with abundant cobble. SM 133 TERRACE DEPOSITS Very Dense, damp, dark red-brown, fine-medium sand. SM - FORMATION Bottom of Hole 3- - — - — — - JOB NAME RESIDENTIAL LOT V WATER TABLE SITE LOCATION 2600 Block Ocean St. LOOSE BAG SAMPLE Carlsbad, CA JOB NUMBER REVIEWED BY LOG. NO. J IN PLACE SAMPLE 85-4O16 - HP-6 FIGURE NUMBER DRIVE SAMPLE CEAMB -. - I If __ FILLS SUITABILITY TESTS DIRECT SHEAR TEST DATA I 2 3 APPARENT COHESION Cpsf) APPARENT FRICTION ANGLE MECHANICAL ANALYSIS 3 3,4 4 10 40 200 80 60 40 20 0 1000 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS FI: OBBLE SR1VELI SAND SILT' CLAY] F ICI M I F 140 1 130 20 90 MAXIMUM DRY I 2 3 I DENSITY (pcf) 131.51 133 F OPTIMUM MOISTURE 8.5 I 8.4 f CONTENT (%) I li TF I 00 0 10 Mot STURE CONTENT % I 20 30 LABORATORY COMPACTION TEST 70 2.60 SPECIFIC GRAVITY kZolo ZERO AIR VOIDS CURVES zol SOIL TYPE SOIL CLASSIFICATION BORING NO. NO. TRENCH DEPTH I Dark red to brown,fine to med. sand HP-1 6" 2 Gray to brown,fine to medium sand HP-S E3 Dark red to brown,silty,fine to med sand HP-2 76j 3T 'l SWELL TEST DATA I 2 3 INITIAL DRY DENSITY (pcf) INITIAL WATER CONTENT(%) LOAD (p.?) PERCENT SWELL JOB NO 85-1e016 FIGURE NO III PROPOSED STRUCTURE TE FLOOR SLAB •, 5 0 _________ _____ TOP OF COMPACTED FILL SLOPE _- (LOOSE OVERBURDEN SOIL IS IGNORED) 0 0 0 0 ,'......_ - COMPACTED FILL SLOPE 70,0 1 -. - 0 0 _ _• WITH MAXIMUM INCLINATION AS PER SOILS REPORT I REINFORCEMENT OF 0 - - -' \ FOUNDATIONS AND FLOOR —'ç -- 0 o - - -. SLABS FOLLOWING THE RECOMENDATIONS OF THE - -. - ______TO DEPTH OF FOOTING MEASURED FROM FINISH OIL SUB-GRADE ARCHITECT OR STRUCTURAL 0 ENGINEER. -. - - - .--• COMPACTED FILL 0 Cl CONCRETE FOUNDATION -I2"MINIMUMORASDEEP _TJ AS REOUIRED FOR OUTER MOST FACE FOOTING o _ - TYPICAL SECTION (SHOWING PROPOSED FOUNDATION LOCATED WITHIN FIVE FEET OF TOP OF COMPACTED FILL SLOPE) MINIMUM TOTAL DEPTH OF FOOTING DISTANCE FROM TOP OF SLOPE 2.0:1:0 FILL SLOPE 0 42" 30" ._ . . 30" 24" Is FIGURE NUMBER IV JOB NUMBER 85-4016 APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION COARSE-GRAINED More than half of material Is larger than a No. 200 sieve GRAVELS, CLEAN GRAVELS More than half of coarse fraction is larger than GW Well-graded gravels, gravel and sand mix- No. 4 sieve size, but smaller than 3" tures, little or no fines. GP Poorly graded gravels, gravel and sand mix- tures, little or no fines. GRAVELS WITH FINES (appreciable amount) SANDS, CLEAN SANDS More than half of coarse fraction is smaller than a No. 4 sieve. SANDS WITH FINES (appreciable amount) GM Silty gravels, poorly graded gravel-sand-silt mixtures. GC Clay gravels, poorly graded gravel-sand-silt mixtures. SW Well-graded sand, gravelly sands, little or no no fines. SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and clay mixtures. FINE-GRAINED More than half of material Is smaller than a No. 200 sieve SILTS AND CLAYS Liquid Limit Less Than 50 Liquid Limit Greater Than 50 HIGHLY ORGANIC SOILS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, clean clays. OL Organic silts and organic silty clays of low, plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils. APPENDIX B GRADING SPECIFICATIONS GENERAL The intent of this item is to properly establish procedures for cleaning and compacting natural ground, preparing areas to be filled, and placing and compacting fill material to the grades and slopes as shown on the Grading Plans. CLEARING All vegetation, brush and debris shall be removed, piled and burned, or otherwise disposed of, to give the surface a neat and finished appearance. COMPACTING NATURAL GROUND After clearing, the natural ground shall be scarified to a depth of at least 12 inches, watered to optimum requirements and compacted to not less than 90 percent of maximum dry density, according to A.S.T.M. Test Method D-1557, in a four-inch diameter, cylindrical mold of 1/30th-cubic-foot volume. Field density tests shall be taken in the natural ground in accordance with A.S.T.M. Test Method D-1556. FILL MATERIALS Materials for the fill shall be approved by the soils engineer and shall be free from organic matter and other deleterious substances. In the event that expansive materials are encountered within three feet of finished grade, they shall be entirely removed or thoroughly mixed with good, granular material before incorporating them In fills. No footing shall be allowed to bear on soils which, in the opinion of the soils engineer, are detrimentally expansive -- unless designed for this clayey condition. PLACING AND COMPACTING FILL MATERIAL After preparing the areas to be filled, the fill materials shall be placed in layers not to exceed six Inches in compacted thickness. Each layer shall be watered to opti- mum requirements and compacted to not less than 90 percent of maximum dry density in accordance with A.S.T.M. Test Method D-1557. Compaction of the fill shall then proceed in the specified manner to the grades shown on the approved plans. When the slope ratio of the original ground is steeper than 5.0 horizontal to 1.0 vertical, the original ground shall be benched. Ground slopes flatter than 5.0 horizontal to 1.0 vertical shall be benched when considered necessary by the soils engineer. Fill slopes shall be compacted by means of a sheepsfoot roller, or other suitable equipment. Slope compaction shall be continued until the slopes are stable but not too dense for planting. Field density tests shall be taken when considered necessary by the soils engineer In accordance with. A.S.T.M. Test Method D-1556 and shall be made not exceeding two feet in vertical height providing each layer Is tested. FIELD OBSERVATION AND DENSITY TESTING Observation and testing of the fill shall be made by the representative of Geotechnical Exploration, Inc. during the grading operation so that it can be reasonably assumed that the fill was placed In accordance with these specifications. SEASON LIMITS No fill material shall be placed, spread or rolled during unfavorable weather conditions. When the work is Interrupted by heavy rains, the filling operation shall not be resumed until field tests indicate that the moisture content and density of the fill are as previously specified. CNN