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Home My WebLink About2300 RISING GLEN WAY; ; 86-593; PermitUSE BALL POINT PEN ONLY & PRESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING DEPARTMENT APPLICATION & PERMIT 7)Soo 2075 Las Palmas Dr., Carlsbad, CA 92009-4859 (619) 438-1161 STR NEAREST DAT pi APPLI ATIONI BUSINESS LICENSE LUATION PERMIT NUMBER tVIA) t"112 17.37 O T-ONEV; / LOT BLOC CONTRACTOR CONTRACTORS PHONE I.14ASSESSOR PARCEL NO. (J. c0117u DO Ole OWNER'S NAM OWNER'S PHONE CONTRACTOR ODRESS Muk4.eA Qrwf+s STATE LICENSE NO. BUILDING SO, FOOTAGE -HCo '532. S Jou/L *-iO? , Lfl 9, OWNER'S MAILING ADDRESS b IO $- 50 :4 Cfl// 4JVv1DO (.4 7') /frl lMm4t c200 '72-€2.S DESIGNER'S PHONE OESC PTI OF WORK (rA) DESIGNER'S ADDRESS STATE LICENS14 F/P FLRELEV.I NO OCCP G STORIES 320 I vO ND I I PARKING SPACE RES UNITS GRADING PERMIT ISSUED I REDEVELOPMENT I AREA I I TYPE CONST OEAO RE yDoD YO NO I P. _____ QTY. PLUMBING PERMIT - ISSUE 7 OTY. MECHANICAL PERMIT- ISSUE Not Valid Unless Machine Certified 0-0 IF Y/ACCOUNT NUMBER - EACH FIXTURE TRAP . - INSTALL FURN. DUCTS UP TO 100,000 BTU BUILDING PERMIT 001'810'00'00'8220 EACH BUILDING SEWER . OVER 100,000 BTU SIGN PERMIT 001-810-00'00'8221 - EACH WATER HEATER AND/OR VENT . BOILER/COMPRESSOR UP TO 3 HP PLAN CHECK 001-810-00-00-8821 - EACH GAS SYSTEM 1 TO 4 OUTLETS . BOILER/COMPRESSOR 3.15 HP - TOTAL PLUMBING 001'810'00'00'8222 EACH GAS SYSTEM 5 OR MORE , METAL FIREPLACE . ELECTRICAL 001'810-00-00'8223 EACH INSTAL.. ALTER, REPAIR WATER PIPE -- . - VENT FAN SINGLE DUCT . MECHANICAL 001-810-00-00-8224 - EACH VACUUM BREAKER . MECH EXHAUST - H000IDUCTS . MOBILEHOME 001-810-00-00-8225 WATER SOFTNER . RELOCATION OF EA FURNACE/HEATER . SOLAR 001-810-00-00-8226 EACH ROOF DRAIN (INSIDE) . DRYER VENT - STRONG MOTION 880'519-92-33 7, C - TOTAL MECHANICAL I FIRE SPRINKLERS 001-810-00-00-8227 TOTAL PLUMBING PUBLIC FACILITIES FEE 320-810-00-00-8740 BRIDGE FEE 360-810-00-00-8740 QTY. ELECTRICAL PERMIT. ISSUE $' OTY. MOBILE HOME SETUP PARK-IN-LIEU (AREA NEW CONST EA AMP/SWT'BKR CAR PORT . TIF 134-810-00-00-8835 1 PH 3 PH , AWNING . LA COSTA TIF 133-810-00-00-8835 EXIST BLDG EA AMP/SWT/BKR GARAGE FMF 1 PH 3 PH - . LICENSE TAX 001'810'00'00-8162 REMODEL/ALTER PER CIRCUIT . . MFF 880-519-92-57 - TEMP POLE 200 AMPS OVER 200AMPS - I TEMP OCCUPANCY (30 DAYS) CREDIT DEPOSIT TOTAL ELECTRICAL I TOTAL - - TOTAL FEES PAYABLE J — I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT" AND DO HEREBY Expiration. Every permit issued byfhe Building Official under the provisions of this * AN OSHA PERMtT IS REQUIRED FOR EXCAVATIONS OVER I Code shall expire by limitation and become null and void It the building or work CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE 50" DEEP AND DEMOLITION OR CONSTRUCTION OF I authorized by such permit is not commenced within 180 days from the date Of such DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS I permit, or if the building or work authorized by such permit is suspended or STRUCTURES OVER 3 STORIES IN HEIGHT ISSUED: TO COMPLY WITH ALL CITY. COUNTY AND STATE LAWS GOVERNING BUILDING CON- I abandoned at any time after the work is Commenced for a period 01180 days STRUCTION, WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND OVED OWNER CONTRACTOR -APPR Y DA/,/I EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE <%GRANTING OF THIS PERMIT. BY PHONE 0 2 r' /ciereby affirm that I am licensed under (.)I provisions of Chapter 9 (commencing with I Suction 7000) of Division 3 of the Business and Professions Code, and my license Is in L. full force and effect. a- I hereby affirm that i am exempt from the Contrac- for's License Law for the following reason (Sec. 7031.5 Business and Protessions Code: Any city or county which re-quires a parmit to construct, alter, improve, demntish, or repair any slrscture, prior foils issuance also requires the ap-plicant for such permit 10 file a signed slatement t hat he is licensed pursuant to the provisiuns of the Contractor's License Law (Chapter 9 clonmeucing with Section 1000 of Division 3011he Basiness and Professions Code) or thai is cx' empi therefrom and the basis for the alleged exemption. Any violat ion of Section 7031,5 by an applicant tnt a permit sub' I. the applicant ton Civil penalty of not more than five hun' dred any (8505) IC . It I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the struc -ture is not intended or Offered for sole (Sec. 7044. Business .J and Professions Code: The Contractor's License Law does not apply to an owner 01 property who builds or improves thereon and who does such work himself or through his own 11 employees, provided that such improvements are not intend' Inn ad or Offered for sale. It, however, the building or improve- Z mont is sold within use year of completion, the owner-builder will have the burden 01 proving that he did not build or im' prove for the purpose of sale). C) I, as owner 01 the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner 01 property who builds or im-proves thereon, and who Contracts for each projects with a contractor(s) license pursuant to the Contractor's License Law). 0 As a homeowner lam improving my home. and the follow-ing Conditions exist: The work is being performed prior is sale. I have lived in my home for twelve months prior to completion 01 this work. I have out Claimed this exemption during the last three years. I El lam exempt uoder Sec. _________________ .8 & P.C. for this reason thereby affirm that I have a certificate at consent to sell-insure. or a certificate 01 Workers' Compensation In. surance. or a certified copy thereof (Sec. 3800. Labor Code) POLICY NO. ANY' CO is tiled with the city 0 Certified copy is hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed lithe permit Is for one hundred dollars ($100) or less) 1 Certify, that in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to the Workers' Compen-ostion Laws of California. NOTICE TO APPLICANT: If, alter making 1140 Certificate of Exemption, you Should become subject to the Workers' Compensation provisions 01 the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. f" 0 i hereby affirm that there is a construction lending agency for the performance of the work for which this per- 40 mit is issued (Sec. 3097, Civil Code) MA Lenders Name —a' L Lender's Address 0 0 01 0. In C I g(-S'-- FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS REQ. IF INSPECTORS INSPECTION CHECKED APPROVAL DATE SOILS COMPLIANCE PRIOR TO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE POST TENSIONED CONCRETE FIELD WELDING 1-lIflI1 ¶TflENr)Tw BOLTS SPECIAL MASONRY INSPECTORS NOTES ':•. r' (' :' / ...% C. p TYPE DATE INSPECTOR BUILDING FOUNDATION REINFORCED STEEL MASONRY GUNITE OR GROUT SUB FRAME 0 FLOOR 0 CEIJNG SHEATHING 0 ROOF 0 SHEAR FRAME EXTERIOR LATH INSULATION INTERIOR LATH & DRYWALL PLUMBING O SEWER AND 13L/CO 0 FL/CO UNDERGROUND DWASTE LI WATER TOP OUT 0 WASTE 0 WATER TUB AND SHOWER PAN GAS TEST O WATER HEATER 0 SOLAR WATER ELECTRICAL ELECTRIC UNDERGROUND QI UFFER ROUGH ELECTRIC I ELECTRIC SERVICE 0 TEMF1ORARY O BONDING 0 POOL MECHANICAL O DUCT & PLEM., Cl REF. PIRING HEAT - AIR COND. SYSTEMS ,•. . _________ VENTILATING SYSTEMS CALL FOR FINAL INSPEC7ON WHEN ALL APPROPRIATE I[EMS ABOVE HAVE BEEN APPROVED. FINAL PLUMBING ELECTRICAL MECHANICAL GAS i'-'' I'' BUILDING SPECIAL CONDITIONS . I PILES CAISSONS I I I I 1"•• Cit/&? Carlsbad . MISCELLANEOUS 1200 ELM, CARLSBAD, CA 92008 • TEL. (619) 438-5525 RECEIPT na &øv i'C /'' ' Job Address CAL TrAct -'l. 0 Owner . MISCELLANEOUS FEE RECEIPT - 0 VALUATION _!5ra_ic1 . 0 PLAN CHECK FEE 001-810-00-00-8821 Mailing M J LIlT C. '%4 O?R.IU-L Address M2AMflL g City '-irJ (4tf Zip I 4..ti.1 Tel. I(114\t445 ,D o /0 Contractor &F11&IAJlJ1 sMLI Co. . Address 47 So. ' it" ' I, •- I ta City Zip • cr2o Tel. [:] State Lic' S. Ciassii.4 - /7 city Lic.No. '1 o_______________________________ - ThT 1 flQr) uIF (or H4F or MAfr-tto \&' OiotJD Irl n crrY , LEGAL DESCRIPTION Are _bLflk)6 (A-411nv,.j.ni#if n •- o • ______ tHfo 37"3, fit-1:13-iN Th oFPc & r# cou..rrf • 0 ASSESSORS PARCEL NO. )L1woo -I p 0 _1 DESCRIPTION OF WORK . . •_. . I S CQ.R6WA1LS6A1 i714 iL11 .- 0. - OF _FLn'l -. ii v (rjp,iv _fl?mti,J & 0 ??200Fc/I1L _cc).Pr 21.'UIkH m(.. 0 PLANIDNO. TOTAL FEE $qj_ CONTACTPERSON A Lt_'' _ WARNING: PLAN CHECK FEES. WHERE NO ACTION IS TAKEN BY THE APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED. ARE FORFEITED TO THE CITY. COMMENTS: . ADDRESS So _cTL/NIPL_S72JO. zip __o2 ~-PHONE # Signature of Applicant 'Zf4 'White — Applicant Yellow - File Pink - (1) Finance (2) Data Process Gold —Assessor - F ESGIL CORPORATION 9320 CHESAJ'EAKE DR.. SUITE 208 •'L O SAN DIEGO, CA 92 123 (619) 560-1468 DATE: TITUTCnT JURISDICTION: CiizL.sssiD F1P1AN CHECKER PLAN CHECK NO: 0 FILE COPY OuPs 8(993 —I_ PROJECT ADDRESS: C1SITE L-flt' O DESIGNER PROJECT NAME: C '(2s 3 Lt) 4 L. L— 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 comply with the jurisdiction's building codes when minor deficien- cies identified o -j-ij- 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 for ybürinforination. 0 The plans are being held at Egil Corp.. .until corrected. plans are submitted f or 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 ow plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone 0 REMARKS: r . . ... By:,v1 6,ItS%-hv-4 Enclosures: (T) ?L1-NS : ESGIL CORPORATION ( (€;%Ir2%U COar.swr 0 C vj-n, , V9 o 8,-5rr3 -r JT c 74 OrL *0 P S - Ui Q- 11 )&r lmccr' 1Th & ci is-n o it) S - WWE Cô Ui - 11 L Qzf'(b (" O ?L.'J s.?1a o -to fP(Lo fli.. c111 U5P2T1-k - CG 2O psi rL S -L.t ..R+ 3DI LV 10 6t OAt )Itl) LQ1ZrnV4 ii -rc--cr -m- u- Co vraxsrD Datei______ Jurisdiction 4J Prepared byt Bldg. Dept. VALUATION AND PLAN CHECK FEE j Esgil PLAN CHECK NO._8CP 593 - BUILDING ADDRESS - C FP \-rE t.1w\ i) APPLICANT/CONTACT cLN W+\Th.Xr PHONE NO.4ct (lO, BUILDING OCCUPANCY - DESIGNER PHONE_____________ TYPE OF CONSTRUCTION i,L—J CONTRACTOR PHONE__________ BUILDING PORTION • BUILDING AREA _______________ VALUATION MULTIPLIER VALUE '.A) 'L1. c 0 ,000 Air Conditioning Commercial @ •• - Residential Res. or Comm. Fire Sprinklers • r—To tal Value COO Fee Adjusted To Reflect • 0 Energy Regulations (Fee x 1.1) 0 Handicapped Regulations (Fee x 1.065) Bui1di6 Permit Fee $_ 00 •• Plan Check Fee $ • • COMMENTS: • 8/4/82 t ?ibl PLAN CHECK NO. ADDRESS i 4' ISIN 4/I/ DATE PLANNING ZONE: " 1 TYPE OF PROJECT AND USE: SCHOOL DISTRICT: SAN DIEGUITO ENCINITAS(____ CARLSBAD _)__ SAN MARCOS SETBACKS: FRONT fYlj SIDE REAR DISCRETIONARY ACTIONS:N/P REDEVELOPMENT PERMIT REQUIRED:______________________________________________________ LANDSCAPE PLAN COMMENTS: I A ENVIRONMENTAL REQUIRED:_____________________________________________________________ COASTAL PERMIT REQUIRED: YES NO ADDITIONAL COMMENTS: OK TO ISSUE: DATE: ENGINEERING LEGAL RE LEGAL DESCRIPTION VERIFIED? APN CHECKED?___________________________ EASEMENTS: -p RIGHT-OF-WAY:_________________________ EDU'S:_________________________ DRAINAGE:___________________________ IMPROVEMENTS: PERMITS REQUIRED GRADING: it 2 .5O8 z, GRADING COMPLETION CERTIFIED: DRIVEWAY:____ INDUSTRIAL WASTE: FEES REQUIRED PARK-IN-LIEU QUADRANT: , FEE PER UNIT:______ TOTAL FEE:______________ P.F.F.: TRAFFIC IMPACT FEE PER UNIT:_________ TOTAL FEE:_________ FACILITIES MGMT. FEE: BRIDGE & THOROUGHFARE FEE:_______________ SEWER FEE (CONNECTION): SEWER LATERAL: ADDITIONAL COMMENTS: 4' a) OK TO ISSUE: DATE: /AJ,, ~~ DPD2:DPD6: 10/24/86 GEOCON INCORPORATED Geotechnical Engineers and Engineering Geologists File No. D-2981-M07 September 23, 1987 Multitech Properties, Incorporated 5820 Miramar Road, Suite 200 San Diego, California 92121 Attention: Mr. Helmut Kiffman Subject: RISING GLEN CARLSBAD TRACT NO. 83-20 CARLSBAD, CALIFORNIA FINAL REPORT OF IN-PLACE DENSITY TESTING SERVICES FOR CRIBWALL BACKFILL OFFSITE ELM AVENUE Gentlemen: In accordance with your request, we have performed in-place density. testing services during cribwall backfill operations placed in conjunction with the subject project.. In-place density tests were performed at various stages of the backfill operations on the cribwalls located between approximate Stations 91+16 through 94+50 and 99+50 through 103+25 on offsite Elm Avenue. Field observations and the results of the in-place density tests indicate that the backfill has generally been compacted to at least 90 percent relative compaction. The results and locations of the in-place density tests (D1556-82) are summarized in Table II. Laboratory tests were performed on samples of material used for fill to evaluate moisture- density relationships, optimum moisture content and maximum dry density (ASTM D1557-78). The results of the laboratory tests are summarized in Table I. LIMITATIONS The conclusions contained herein apply only to our work with respect to backfill operations, and represent conditions at the date of our final observation, April 20, 1987. Any subsequent backfilling or grading should be done under our observation and testing. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience and testing. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. 9530 Dowdy Drive San Diego, CA 92126-4335 619 695.2880 File No. D-2981-M07 September 23, 1987 We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. If there are any questions regarding our recommendations or if we can be of further service, please contact the undersigned. Very truly yours, NNCPORATED Michael W. Hart CEG 706 JJ :MWH:bmc (2) addressee (2) Quest Construction (jobsite) (2) City of Carlsbad Engineering Department Attn: Mr. Pat Kelly LJ John Juhrend Project Geologist File No. D-2981-M07 September 23, 1987 TABLE I Summary of Laboratory Compaction Test Results ASTM D1557-78 Maximum Dry Optimum Sample Density Moisture No. Description Pcf % Dry Wt. 5 Orange/brown, slightly Silty, 122.8 11.2 fine to medium SAND 12 Yellow, Silty, fine to coarse 126.5 10.0 SAND 13 White/tan, fine to medium, 126.8 9.8 Clayey SAND 17 Tan, fine to coarse, Clayey 125.4 10.4 SAND 20a Brown, Silty SAND 124.7 10.8 File No. D-2981-M05 TABLE II CW = CRIB WALL Summary of Field Density Test Results Date Test 1987 No. Location 2/9 CW1 Elm Ave. Sta. 91 + 40, Backside CW2 " 91 + 25, Cell CW3 " " 92 + 10, Cell 2/10 CW4 15 t " 92 + 55, Cell CW5 " " " 93 + 25, Cell CW6 " " 93 + 50, Cell CW7 St 94 + 15, Backside 2/11 CW8 " it If 94 + 40, Cell 2/12 CW9 " " " 91 + 60, Cell CWIO If It to 91 + 50, Backside CW11 " of Is 92 + 00, Cell CWI2 Retest of #CW9 CW13 Retest of #CW11 CW14 Elm Ave. Sta. 92 + 45, Backside 2/13 CW15 Elm Ave. Sta. 93 + 05, Cell Elevation Dry Dens. Feet pcf. +3.0 118.6 +2.5 114.2 +1.5 114.6 +20 115.8 +2.0 112.4 +3.0 112.4 +2.0 114.4 +2.5 113.2 +4.5 110.8 +5.5 116.4 +4.5 110.2 +4.5 114.9 +4.5 113.5 +4.0 119.3 +5.0 119.6 Moisture Rel Comp % Dry Wt. % of Max 10.5 97 9.9 93 11.1 93 9.9 93 11.7 90 12.4 90 11.7 92 10.5 91 10.5 89 11.7 93 9.3 88 11.1 92 10.5 91 11.7 96 13.0 96 Soil Type & Remarks 5 5 5 20A 20A 20A 20A 20A 20ACk..CW12 20A 20ACk. CW13 20A 20A 20A 20A * Reference elevation taken from top of footing File No. D-2981-M05 CW = CRIB WALL TABLE II (continued) Summary of Field Density Test Results Date Test Elevation Dry Dens. Moisture Rel Comp Soil Type 1987 No. Location Feet pcf. % Dry Wt. % of Max & Remarks 2/13 CW16 Elm Ave. Sta. 92 + 90, Backside +5.5 113.7 11.1 91 20A CW17 " " It 93 + 65, Cell +4.5 114.4 12.4 92 20A CW18 " " " 93 + 45, Backside +5.0 117.2 12.4 94 20A 2/17 CW19 " " " 94 + 20, Cell +6.0 115.0 11.7 92 20A CW20 " " " 94 + 00, Backside +7.0 119.1 13.6 95 20A CW21 " " " 94+ 30, Cell +8.0 119.1 13.0 95 20A CW22 " ' U 93 + 75, Cell +8.5 112.5 10.5 90 20A CW23 " " 1 93 + 30, Cell +7.0 121.7 11.7 97 20A CW24 " " 93 + 50, Backside +8.0 119.1 12.4 95 20A 2/18 CW25 " 92 + 60, Cell +7.0 116.4 12.4 93 20A CW26 U It II 92 + 35, Backside +7.5 119.2 13.0 95 20A CW27 " 91 + 75, Cell +7.0 119.0 13.0 95 20A CW28 " " " 91 + 35, Backside +7.5 120.3 13.0 96 20A CW29 " " " 91 + 85, Cell +9.0 118.3 12.4 95 20A CW30 " 92 + 75, Cell +8.0 119.7 13.0 96 20A File No. D-2981-M05 CW = CRIB WALL TABLE II (continued) Summary of Field Density Test Results Date Test Elevation Dry Dens. Moisture Rel Comp Soil Type 1987 No. Location Feet pcf. % Dry Wt. % of Max & Remarks 2/20 CW31 Elm Ave Sta. 92 + 50, Backside +10.0 116.1 11.7 93 20A CW32 " " " 93 + 10, Cell +10.0 113.2 12.4 91 20A CW33 " " " 93 + 35, Backside +9.0 116.1 12.4 93 20A CW34 " " " 93 + 65 Cell +10.0 112.4 11.7 89 .12Ck.CW35 CW35 Retest of #CW34 +10.0 114.3 11.7 90 12 CW36 Elm Ave Sta. 94 + 00, Backside +11.0 115.9 12.4 92 12 CW37 " " " 94 + 10, Cell +10.5 114.2 10.5 91 12 2/23 CW38 " " " 93 + 95, Cell ±12.5 111.5 11.7 88 12Ck.CW40 CW39 " " " 93 + 70, Backside +13.0 112.2 13.0 89 12Ck.CW41 2/24 CW40 Retest of #CW38 +12.5 112.5 11.7 90 20A CW41 Retest of #CW39 +13.0 120.7 12.4 97 20A CW42 Elm Ave Sta. 93 + 35, Cell +15.0 116.9 12.4 94 20A CW43 " " " 93 + 90, Backside +15.0 117.4 11.7 94 20A 2/27 CW44 " " " 93 + 20, Cell +17.0 118.5 12.3 95 20A CW45 " " 93 + 30, Backside +17.0 115.7 12.3 93 20A File No. D-2981-M07 CW = CRIB WALL TABLE II (continued) Summary of Field Density Test Results Date Test . Elevation Dry Dens. Moisture Rel Comp Soil Type 1987 No. Location Feet pcf. % Dry Wt. % of Max & Remarks 2/27 CW46 Elm Ave. Sta. 93 + 75, Cell +19.0 119.6 12.3 96 20A CW47 " " " 94 + 15, Cell +20.0 117.5 14.2 94 20A CW48 " " " 94 + 20, Backside +20.0 123.0 11.7 98 20A CW49 " " H 93 + 80, Backside +19.5 116.3 10.4 93 20A CW50 " " " 93 + 10, Cell +20.0 114.2 9.2 91 2OA 3/10 CW51 " " " 92 + 00 Top F G +80 98.0 8.7 78 20A Ck 136 CW52 " " " 92 + 85 Top F G +12.5 108.6 8.6 87 20A Ck 137 CW53 " " ' 93 + 65 Top F.G. +22.6 107.0 8.1 86 20A Ck.138 3/16 CW54 " " " 99 + 65, Cell +2.0 108.8 13.6 87 17Ck.CW63 CW55 " " " 100 + 35, Cell +3.0 109.8 14.9 88 17Ck.CW64 3/18 CW56 " " " 100 + 50, Cell +3.5 109.6. 12.4 87 17Ck.CW65 CW57 " " " 101 + 00, Cell +2.5 110.4 13.6 88 17Ck.CW66 CW58 " " " 101 + 75, Cell +1.0 115.2 11.1 92 17 CW59 " " " 102 + 15, Cell . +1.0 115.7 12.4 92 17 CW60 " " H 101 + 95, Backside +3.0 117.4 11.1 94 17 File No. D-2981-M07 TABLE II (continued) Summary of Field Density Test Results Date Test 1987 No. Location 3/20 CW61 Elm Ave. Sta. 102 + 50, Cell CW62 " of it 102 + 90, Backside CW63 Retest of #CW54 CW64 Retest of 1/CW55 CW65 Retest of #CW56 CW66 Retest of #CW57 CW67 Elm Ave. Sta. 103 + 05, Cell CW68 " " 102 + 80, Backside 3/24 CW69 " " " 103 + 10, Cell CW70 " " " 102 + 85, Backside CW71 " " 102 + 55, Cell CW72 102 + 10, Backside CW73 " " " 102 + 29, Backside CW74 " ' " 102 + 10, Cell CW75 " " 101 + 70, Cell Elevation Dry Dens. Moisture Rel Comp Feet pcf. % Dry Wt. % of Max +3.0 115.8 11.1 92 +3.0 122.7 12.9 97 +2.0 120.3 12.3 96 +3.0 116.3 13.6 93 +3.5 122.5 12.3 97 +2.5 123.2 10.5 97 +2.0 117.9 17.6 94 +3.0 117.8 12.9 94 +4.0 120.2 13.0 95 +5.5 118.1 12.4 93 +5.0 119.7 13.6 94 +5.0 118.5 11.7 94 +7.0 117.0 11.7 92 +4.0 114.1 11.1 90 +5.0 111.8 9.2 88 Soil Type & Remarks 17 12 17 17 12 12 17 17 13 13 13 13 13 13 13Ck. 86 File No. D-2981-M07 CW = CRIB WALL TABLE II (continued) Summary of Field Density Test Results Date Test Elevation Dry Dens. Moisture Rel Comp Soil Type 1987 No. Location Feet pcf. % Dry Wt. 7. of Max & Remarks 3/26 CW76 Elm Ave. Sta. 101 + 50, Cell +5.0 114.8 12.9 91 12 CW77 " " 101 + 15, Backside +4.5 107.7 12.3 86 20A Ck.78 CW78 Retest of #CW77 +5.0 115.0 11.7 92 20A CW79 Elm Ave Sta. '100 + 80, Cell +5.0 120.4 10.5 96 20A CW80 " " 100 + 65, Backsite +6.0 117.8 9.5 94 20A 3/30 CW81 " " " 100 + 40, Back +5.0 116.4 12.6 93 20A CW82 II tt 99 + 95, Cell +4.0 119.1 10.8 92 20A CW83 " " " 102 + 00, Cell +6.0 117.9 11.4 93 13 CW84 It U 102 + 35, Back +8.0 114.5 10.9 90 13 CW85 It " 102 + 10, Cell +9.0 114.7 11.4 90 13 CW86 Retest of #CW75 +7.0 112.0 12.0 90 20A 3/31 CW87 Elm Ave. Sta. 101 + 81, Cell +7.5 115.3 13.3 91 13 CW88 " It it 101 + 36, Cell +7.0 116.8 13.0 92 13 CW89 II tt 101 + 12, Back +7.5 112.3 12.6 90 20A CW90 It 101 + 29, Back +8.5 113.3 12.0 91 20A File No. D-2981-M07 CW = CRIB WALL TABLE II (continued) Summary of Field Density Test Results Date Test Elevation Dry Dens. Moisture Rel Comp Soil Type 1987 No. Location Feet pcf. % Dry Wt. % of Max & Remarks 3/31 CW91 Elm Ave. Sta. 101 + 02, Back +8.0 118.0 14.1 93 13 4/2 CW92 " " 103 + 06, Back +8.0 112.7 13.4 90 20A CW93 " " " 102 + 08, Back +9.5 114.3 13.9 91 20A CW94 " " 102 + 69, Cell +10.0 112.3 12.0 90 20A CW95 " " " 102 + 35, Cell +10.0 120.6 11.4 95 13 CW96 • 101 + 80, Cell +9.0 121.6 14.1 96 13 CW97 " 101 + 37, Back +9.0 1142 12.6 90 13 CW98 " " 101 + 38, Cell +11.0 118.8 11.6 94 13 CW99 " " 101 + 55, Back +110 118.2 12.6 93 13 CW100 " " " 101 + 85, Cell +10.0 125.4 10.2 94 13 CW101 " " ' 106 + 12, Back +10.0 120.3 11.7 95 13 CW102 " " It 101 + 62, Back +12.0 116.1 7.8 92 13 CW103 " " " 101 + 60, Cell +12.0 119.0 11.7 94 13 CWI04 " " 100 + 90, Cell +10.5 118.4 11.7 93 13 CW105 It t 100 + 46, Cell +8.0 120.3 12.0 95 13 File No. D-2981-M07 CW = CRIB WALL TABLE II (continued) Summary of Field Density Test Results Date Test Elevation Dry Dens. Moisture Rel Comp Soil Type 1987 No. Location Feet pcf. % Dry Wt. % of Max & Remarks 4/3 CW106 Elm Ave. Sta. 100 + 21, Back +12.0 118.1 11.1 93 13 9/6 CW107 of If of 100 + 74, Back +14.0 126.8 14.4 100 13 CW108 " " " 101 + 97, Cell +14.0 105.6 10.7 83 13Ck. 109 CW109 Retest of #CW108 +14.0 115.1 11.7 91 13 CW110 Elm Ave. Sta. 102 + 21, Back +15.0 105.6 12.3 85 20A Ck.111 4/7 CW111 Retest of #CW110 +15.0 116.9 12.7 94 20A CW112 Elm Ave. Sta. 102 + 44, Cell +14.0 119.7 13.6 94 13 CWII3 " It " 101 + 49, Cell +16.0 116.2 11.8 92 13 CW114 " " " 102 + 07, Back +18.0 114.4 13.6 90 13 CW115 " " " 101 + 80, Cell +17.0 119.6 13.5 94 13 4/8 CW116 " " " 101 + 32, Back +17.0 106.0 12.0 84 13Ck.117 CW117 Retest of #CW116 +17.0 117.0 12.6 92 13 CW118 Elm Ave. Sta. 102 + 20, Cell +19.0 119.2 12.6 94 13 CW119 " " " 101 + 90, Cell +19.0 113.9 13.1 90 13 CWI20 " " " 100 + 73, Cell +17.0 114.0 13.5 90 13 Date Test 1987 No. 4/8 CWI21 CW122 CW123 CW1 24 CW125 CW1 26 4/10 CW127 CW128 CW 129 CW13O 4/14 CW131 CW132 CW133 4/16 CW134 CW135 Location Elm Ave. Sta. 100 + 95, Cell 101 + 55, Back 101 + 85, Cell " 102 + 46, Cell " 102 + 70, Back U t 102 + 57, Back Retest of #CW123 Retest of I/CW124 Elm Ave. Sta. 101 + 15, Back if to 101 + 40, Back It H 101 + 95, Back it 100 + 45, Back if 102 + 20, Back II II II 101 + 50, Back " 101 + 50, Back File No. D-2981-M07 CW = CRIB WALL TABLE II (continued) Summary of Field Density Test Results Elevation Dry Dens. Moisture Rel Comp Soil Type Feet pcf. % Dry Wt. % of Max & Remarks ±20.0 113.6 11.1 90 13 +21.0 114.5 12.7 90 13 +23.0 102.1 12.4 81 13Ck. 127 +21.0 103.5 13.2 82 13Ck.128 +21.0 116.3 12.7 92 13 +23.0 115.5 13.3 91 13 +23.0 118.0 12.3 93 13 +21.0 114.7 13.0 90 13 +25.0 114.9 12.0 91 13 +27.0 115.6 11.7 91 13 +29.0 114.9 13.3 91 13 +32.0 116.9 12.1 92 13 +31.0 116.6 11.7 92 13 +30.0 115.6 12.8 91 13 +32.0 117.8 12.3 93 13 File No. D-2981-M07 CW = CRIB WALL TABLE II (continued) Summary of Field Density Test Results Elevation Dry Dens. Moisture Rel Comp Soil Type Feet pcf. % Dry Wt. % of Max & Remarks +8.0 121.4 13.8 95 20A +12.5 120.8 13.4 95 20A +22.0 113.8 11.7 90 20A +31.5 114.0 11.4 90 13 +33.0 114.6 11.7 90 13 Date Test 1987 No. . Location 4/17 CW136 Retest of #CW51 CW137 Retest of #CW52 CW138 Retest of #CW53 4/20 CW139 Elm Ave. Slope Sta. 101 + 90, Back CW140 " it TI of 102 +'10, Back CRIBWALL STABILITY CALCULATIONS Sheet I i II PREPARED BY: Robert A. Basye, PE 8298 . ifo••.&) Date: Retaining Walls Post Office Box 2129 Escondido, California 92025 Scale (619) 489-1108 7-1-( --• -- -- ---i-- PEPi ut , 'I iU . : 2OMIRAMR :SuITE?D I -21J - - - - :,: :F 1 I:l::. . j j:! f : : I J: i: :t j SITE I If]:I : f F If: I H tI'f 4( ITT Ifl Hf IH HIlT HHH 11 1 WHf1IcLFIAM 1111' I1I If tPl Tii1] 11-ii:iI-r -rtlimrrl lvi ii -. tfdi' rij1I rn - TiTTi(jj TIi1iii IT jI]iEIi1iiII'jTI1i jj!T(I TrI:I: 11r1 T1i1itiji T::t TrirTrIrTi1irTr1 TriiiiIy't Tifii1T ii ,i Lit/rI 1Il!I1 rjj11r:fI iTi fT:flrLJII 1fi111 I :Th: :rf n:iH:i:i: Hfii:T:F dfl ii t _i, 530 DL FIH m H'! t f 1 1/i i I 'LI I TI! 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Kim c- 3 4s-72c a NUMEROUS MEl 35-7Z2 CRIBWALL STABILITY CALCULATIONS Sheet J///i /ik Date:___________ Scale 1" ___ ___ 4) :11:1 J4 1 14+ ± = 1 i"jt j4 Lz 4' T- 4- tii 4i u I: I: 74 ao rtU7 ê7iT±hj J1 i&ljdftP itj ufl çç-i i Jl:__;IIiiLiI I1!iTfj1 f1iT]I Z425 - J/ J: tH - E-L-1 ±•- --- - i4Ujt 1H1H i-i-i- 1: 1flLH fl :rT _L_ 'H Tj,j E1 'lIi' HH 1FL:HI A ' V ±.• J::I, . •!-' 4__ I•.••• .ig1ji4 __,Tj_1 •-r-- :•:L II I I I __ jto_iSt8 ? t11 4, I II ADDENDUM TO REPORT OF SOIL AND GEOLOGIC INVESTIGATION FOR RISING GLEN CARLSBAD, CALIFORNIA FOR MULTITECH PROPERTIES, INCORPORATED SAN DIEGO, CALIFORNIA - t By GEOCON, INCORPORATED SAN DIEGO, CALIFORNIA August, 1986 9 GE000N IN CO IIPOIIAT ED Geotechnical Engineers and Engineering Geologists File No. D-2981-M04 August 27, 1986 Multitech Properties, Incorporated 5820 Miramar Road, Suite 200 San Diego, California 92121 Attention: Mr. Helmut Kiffman Subject: RISING GLEN CARLSBAD, CALIFORNIA ADDENDUM TO REPORT OF SOIL AND GEOLOGIC INVESTIGATION DATED DECEMBER 20, 1984 Gentlemen: Following a request from Mr. John Aiton of Quest Construction Company, we have performed a limited geotechnical investigation within the area of the future offsite Elm Avenue extension. The accompanying report presents the findings from our study and our recommendations based on those findings relative to the geotechnical engineering aspects of developing the project as presently proposed. Should you have any questions concerning this addendum or if we may be of further service, please do not hesitate to contact the undersigned. Very truly yours, GEOCO tOORATED Michael W. Hart Wesley Spang Andrew E. Parkas CEG 706 RCE 38789 CEG 1185 AEF : MWH : wm (3) addressee (3) Quest Construction (1) HCH & Associates 9530 Dowdy Drive San Diego, CA 92126 619695-2880 File No. D-2981-M04 August 27, 1986 ADDENDUM TO SOIL AND GEOLOGIC INVESTIGATION Purpose and Scope The purpose of this investigation was to examine the soil and geologic conditions with the area of proposed offsite Elm Avenue extension to provide recommendations pertaining to the anticipated retaining walls. The field investigation consisted of geologic mapping and the excavation of four exploratory trenches. No laboratory testing was performed. The conclusions and recommendations that follow are based on an analysis of the data obtained and our experience with similar soil and geologic conditions. Site and Project Description The subject area is located between the Rising Glen project site and the easterly end of Elm Avenue, in the City of Carlsbad, California (see Site Plan, Figure 1, pocket). Elevations range from a low of approximately 230 feet MSL along the northern edge of the future road, to a high of approximately 270 feet MSL at the top of the future cut slopes. Existing man-made improvements consist of a water line easement and several cut slopes. The most significant cut slope has approximately 60 feet in maximum height with a slope ratio of 1.5 horizontal to 1.0 vertical. The slope had been constructed in conjunction with an adjacent apartment complex to the north I File No. D-2981-M04 August 27, 1986 It is our understanding that the stability of the existing cut slopes have been analyzed by others. Site drainage is presently accomplished through sheet flow and ultimately• through controlled drainage facilities. Vegetation consists of wild grasses, chaparral and some ornamental trees and bushes. Several eucalyptus trees are also present within the property limits. For our study, we have been provided with grading plans for "Carlsbad Tract 82-20, 0ffsite, Elm Avenue" prepared by HCH and Associates, dated July 1, 1986. It is our understanding that it is proposed to construct two cribwalls with a maximum height of 22 feet along the southern side of the proposed extension. In addition, a concrete block wall is also anticipated along the northerly edge of future Elm Avenue. The maximum height of this wall will not exceed 8 feet. If project details differ significantly from those outlined above, this office should be notified for review and possible revision of recommendations presented herein. Soil and Geologic Conditions The general geologic conditions have been described in detail in our "Soil and Geologic Investigation Report for Rising Glen" dated December 20, 1984. The subsurface exploration indicates that very loose, unconsolidated colluvial deposits, uncompacted and undocumented fill soils are present along the northerly edge of future Elm Avenue. Presented on Figure 1 the -2- File No. D-2981-M04 August 27, 1986 approximate extent of these soils and recommendations are presented in the "Conclusions and Recommendations" section of this report. Based on field observations,-it is our opinion that cut slopes proposed along future Elm Avenue extension will be excavated in competent sandstones of the Santiago Formation and Marine Terrace Deposits. It is our experience that these soils possess good to excellent stability and bearing characteristics, therefore, major difficulties in cut slope areas are not contemplated. It is anticipated that the lower section of the future street and adjacent cut slope will encroach on a landslide. However, mitigative measures have been provided for this particular area in our preliminary report. Presented below is a brief summary of the colluvial and fill soil conditions existing on the site. Colluvium. Relatively deep colluvial deposits were encountered in some areas on the natural slopes. The colluvial deposits are in a very loose condition and consist primarily of poorly graded, porous, fine silty sand. The maximum depth of the colluvial deposits may exceed 10 feet. Complete removal of these soils will be required prior to placing structural fill. Fill. Two separate types of fill soils were encountered on the site: Uncompacted Fill Undocumented Fill -3- File No. D-2981-M04 August 27, 1986 The uncompacted fill soils were placed in conjunction with the westerly "slot"-shaped excavation believed to be a water line easement. Their approximate extent is shown on the attached Figure 1 (pocket). It is recommended that the uncompacted fill soils be entirely removed and recompacted. Exploratory Trench Nos. 2, 3 and 4 indicated that a stability fill or buttress was placed over the existing 1.5 to 1,-60-foot-high cut slope. No details regarding the extent of the fill and degree of compaction were available for our review, hence, they were designated "undocumented fill" in this report. The exact purpose of the fill is not known. -4- File No. D-2981-M04 August 27, 1986 CONCLUSIONS AND RECOMMENDATIONS General . . It is our opinion that the site is suitable for the proposed Elm Avenue extension provided the recommendations presented herein are implemented within design and construction. The subsurface exploration indicates that the site is underlain primarily by competent sandstones of. the Santiago Formation and Marine Terrace Deposits. In addition, surf icial deposits and fill soils are also present on the site. The surf icial deposits (colluvium) are unconsolidated, therefore, removal and recompaction of these soils as well as the uncompacted fill soils will be required. The easternmost section of the offsite Elm Avenue extension will likely be underlain by landslide debris, therefore, a drained buttress and possibly partial removal and recompaction will be required. Details in this regard are contained in our preliminary report. Perched groundwater is present within the Santiago Formation at approximately 230 feet MSL in elevation. It is, therefore, recommended that the future cribwall be positively drained in order to minimize the potential for hydrostatic pressure build-up behind the wall. -5- File No. D-2981-M04 August 27, 1986 Cribwalls Cribwall foundations bearing in undisturbed soils of the Santiago Formation or Marine Terace Deposits maybe designed utilizing an allowable toe pressure of 5000 psf and an average allowable soil bearing pressure taken at 3000 psf, assuming a trapezoidal pressure distribution. The cribwall toe foundation should bear at a minimum depth of at least 2 feet below lowest adjacent finished grade.. The earth pressure against the proposed cribwall will depend upon the degree of restraint, slope inclination of the backfill and the backfill materials. Since cribwall design assumes that the wall will act as a gravity wall, we assume lateral rotation will be possible, thus, cantilever conditions would be applicable. An equivalent fluid pressure of 40 pcf unit weight is recommended for 2:1 sloping backfill conditions. Where level backfill conditions are proposed, the fluid weight may be reduced to 30pcf. 71' I31ur Pfj - BackfiLinat rials should consist of sandy soils derived from on-site cutting operations. Should soils be imported to the site, approval should be obtained from Geocon, Incorporated prior to delivery. Lateral loads may be resisted by "passive" earth pressures. Passive earth pressure against cribwall foundations in contact with properly compacted backfill should be considered as being equal to the forces exerted by a fluid of 350 pcf unit weight. A coefficient of friction of File No. D-2981-M04 August 27, 1986 0.4 may be used between the bases of foundations and cribwall headers and the soil for computing resistance to sliding. Concrete Block Retaining Wall The northerly concrete block retaining wall will be founded entirely in fill soils. As indicated previously, no documentation regarding the fill was available for review. It is our understanding that the subject fill had been properly compacted and, hence, it should be suitable to support structural improvements. However, it is recommended that, prior to construction the documentation regarding grading of the neighboring property to the north be reviewed. Should it be necessary, additional recommendations will be provided. We recommend that the retaining wall footings have a minimum width of 18 inches. It is recommended that retaining wall foundations be deepened such that the bottom outside edge of the footing will be at east 9 feet horizontally from the face of the slope. ( Footings and retaining wall reinforcement recommendations should be provided by the structural engineer. An allowable bearing capacity of 2,000 psf may be used for foundations constructed as recommend above. -7- File No. D-2981-M04 August 27, 1986 . Lateral loads may be resisted by a passive earth pressure equivalent to a fluid weight of 350 pcf for footings or shear keys poured neat against properly compacted granular soils. If friction is to be used to resist lateral loads, a coefficient of frictjon between soil and concrete of 0.40 is recommended. It is recommended that, the retaining wall proposed to be constructed along 'the north edge of Elm Avenue be designed for an active soil pressure equivalent to a fluid weight of 35 pcf. This value assumes that the walls are unrestrained from movement at the top, have a drained granular backfill and a level backfill surface. WC APPENDIX A I GEOCON INCORPORATED Lie No. D-2981-M04 August 27, 1986 I Cr 0 TRENCH 1 Ui I -J 0 -j 00 _j DRILLED 8 /3 /83 i- lU '-w ELEVATION DATE - EQUIPMENT Manual Excavation I MATERIAL DESCRIPTION 0 UNCOMPACTED FILL Very loose, dry mottled, Silty SAND with I 2 sandstone fragments :I..j.: COLLUVIUM F 4 Very loose, dry, light brown, poorly graded • Silty SAND I 6 grades into loose, moist , yellowigh brown I SAND TRENCH TERMINATED AT 7.0 FEET 1-. TRENCH 2 • UNDOCUMENTED FILL :.:j:::.: Medium dense, humid grayish light brown, 2 . Silty SAND with angular siltstone fragments .4, 'I L .6. I-, 8, TRENCH TERMINATED AT 6.0 FEET 1 . igure A-i, Log of Test Trenches 1 and 2 SAMPLE SYMBOLS I 0 SAMPLING UNSUCCESSFUL 11 -STANDARD PENETRATION TEST — DRIVE SAMPLE IUNDISTURBEO) - DISTURBED OR BAG SAMPLE & -CHUNK SAMPLE - WATER TABLE OR SEEPAGE NOTE-- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIESONLY ATTHE SPECIFIC BORING ORTRENCH LOCATIONAND rTHE DATE INDICATED. Ills NOTWARRANTEDTO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONSANOT1MES File No. D-2981-1104 August 27, 1986 l I - rn TRENCH 3 . --'•1 -r I I- Z 0 - c<d U) zti.. z I 1If ELEVATION DATE DRILLED 8 /3/86 CrI.-u Fn OZ 1 - ° EQUIPMENT Manual Excavation a. - MATERIAL DESCRIPTION - 0• UNDOCUMENTED FILL Medium dense, moist, mottled, grayish-light - 2 - brown Silty SAND with angular Siltistone fragments TRENCH TERMINATED AT 6.0 FEET TRENCH 4 0' .— :.1. UNDOCUMENTED FILL • :.•: :..:: Medium dense, moIst whitish gray, well 2 ::.. .I•:. graded, Silty SAND with siltstone fragments : - TRENCH TERMINATED AT 6.0 FEET Figure A-2, Log of Eest Trenches 3 and 4 D_.SAMPLING UNSUCCESSFUL LL.....STANOARO PENETRATION TEST I DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS DISTURBED OR BAG SAMPLE Q —CHUNK SAMPLE . WATER TABLE OR SEEPAGE NOTE, THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATIONANO ATTHE DATE INDICATED. IT IS NOTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES