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HomeMy WebLinkAbout2902 MANAGUA PL; SFD; CB891045; PermitB.UI LD It' NG.P, ER K. T, •Permit No: CB891045,'.q 11/02/89 16 06 - Projet No A8901761 c Page 1 of 1 Developmen€ No Job Address 294. MANAGUA PL Str Fl Ste Permit Type SINGLE FAMILY DWELLING 1126 11'02,89 0001 01 02 Parcel No 215-494'-08--00 - 1MT 1530! 00 S - -. S.. .'S.. Valuation 344,966 Construction Type NEW, - OccupancyGroup R3 Class Code Status ISSUED D&scription SFD 4808 SF LIVING 786 SF GAR . Applied 07/17/89 478 SF DECKjCORRECT ADDR IS 2902 Apr/Issue 11/02/89' S :. •4val-idàtèdByJPY. CONTRACTOR PROUSE CONST CO jic C:507735, - 3OVWISCONSIN AVENUE -s t • - . - - •. - ,. S OCEANSIDE CA 92-054. ...- . Fees-Required. Fees Col iected.4&,Credits - -. Fees1 16,2'76.0& is Adjustments.:. J ç,.00 Tota-i Ciedi.-ts:\-•.00 4 Total Fees , 16,276\00 TEl \ 973.00 Balarc Due. \ 15,303 00 Fee description / frZ £ Ext fee Data .9 ~7 3~" QO Building. Permit G-.M z k~> 3 1,1,0. U10 00 ) 14P71. 00 -Y- Enter ?'Y to Autoca] Bridge\4e'4J00000 ,,0 / ' 530 00 Y Enter 'Y' to Autocalc\M F(F > t / J .5 y * BUILDING TOTAL \ JL.— ç\%J / 16078 00 .Enter-Y"- for Plumbing. Issue Eee > / 7t50..Y Each Plumbing Fixure r'Trap( f7f j 00 2-.50 ( 50 00 Each Building Sewer > 1 00,.- 6' 50 6_50' Each Water Heater and/or Vent __1-00-- 2 50 ' 2 50 Gas-,Piping' as Piping,System 1 00 . 2 50 2 50 Each Vacuum Breaker - > 3 00 2 50 ? 7 50 --* -- * PLUMBING TOTAL 77 00 Enter "Y1' for Electric Issue Fee > 5.00',,Y Single Phase Per AMP > 200 00 . 25 50 00 * ELECTRICAL TOTAL ($10 Minimum) " 55.0 O:r,-, Enter 'Y' for1.Mechanical Issue Fee> 1500 Y Install 5Furn/Ducts > 1.00 9.00I 1v 9 00 Each'lnstall/Reloc Appliance Vent > 5.00 4.50 22 50 Each Hood/Fiieplace > 3 00 6.5 0 ' 19 50'' 1 *:MECHANICAL TOTAL. - s66.O0 .. - I F1NAL APPROVAL INSP.DATE CLEARANCE — CITY OF CARLSBAD - .. 2075 Las Palmas Dr, Carlsbad CA-92009,(619) 438-1161 21 5- - - PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1. PERMIT TYPE I A - u COMMERCIAL DNEW DTENANT IMPROVEMENT B - [-]INDUSTRIAL DWEw DTENANT IMPROVEMENT C - RESIDENTIAL [-]APARTMENT DCONDO DSINGLE FAMILY DWELLING DADDITION/ALTERATION DOUPLEX DOEMOLITION DRELOCATION DMOBILE HOME DELECTRICAL DPLUMBING DMECHANICAL DPOOL DSPA []RETAINING WALL [-]SOLAR 100THER1gi Te11p Po - ES!. VAt. PLAN CX DEPOSIT_____________________________ VALID. BY DATE Address 2902(2%)1'hnagua Place, Carlsbad, CA 92~ff,n, or Suite '01hanas Bros 20-c5 Nearest Crosfireets Bolero - LEGAL DESRIPTIOM Lpt No Su iract # 8302 Lot 15 APN 2b 2 1 fsbad, CA Unit No. Phase No. CHECK BELCPJ IF SUBMITTED: 2 Energy Calcs 02 Structural Calcs 02 Soils Report Di Addressed Envelope ASSESSOR'S PARCEL p,pI 215-494-08 EXISTING USE PROPOSED USE DESCRIPTION OF WORK Teiip. Power for Project No. A8901761 / Permit No CB891045 BLDG. SO. FIG. # OF STORIES CONTACT PERSON NAME Thars A Prouse ADDRESS 302 Wisconsin Avenue Oceanside, CA 92054 (619) 757-5858 CITY STATE ZIP CODE DAY TELEPHONE SIGNATURE President, Prouse Construction, Inc. APPLICANT 0 CONTRACTOR 0 AGENT FOR CONTRACTOR DOWNER DAGENT FOR OWNER NAME Prouse Construction, Inc. ADDRESS -302 Wisconsin Avenue CITY Oceanside, STATE CA ZIP CODE 92054 DAY TELEPHONE (619) 757-5858 PROPERTY OWNER OWNER OLESSEE DTENAWT NAME Mr. & Mrs. Clang S. Ryu ADDRESS 6545 Basalto CITY Carlsbad, STATE CA ZIP CODE 92CM DAY TELEPHONE (619) 931-03(X) CONTRACTOR NAME Prouse Construction, Inc. ADDRESS 302 Wisconsin Ave CITY Oceanside, STATE CA ZIP CODE 92054 DAY TELEPHONE (619) 757-5858 STATE LIC. #507735- LICENSE CLASS B CITY BUSINESS LIC. # 1113400 SIGNATURE TITLE President DATE 11/27/89 DESIGNER NAME ADDRESS 2942 Harding ST. Carlsbad, CITY Roy R. Blackford STATE CA ZIP CODE 92008 DAY TELEPHONE(619) 729-0553 STATE Lit. # C-7943 WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director of Industrial Relations, or a certificate of Workers' Compensation insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY State Caiipensstion Insurance Fund POLICY NO. 728425 (on file) EXPIRATION DATE 12-01-90 Certificate of Exemption: I 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' Compensation Laws of California. SIGNATURE DATE OWNER-BUILDER DECLARATION Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractors License Law for the following reason: 0 I as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon,, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sate. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). 0 I, as owner of the property, am exclusivAly contracting with licensed contractors to const'ruct the project (Sec. 7044, Business and Professions Cede: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any CLt.y-oe-Couy which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the appl1t for such'çrmit to file a signed Statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, conmerlEing with Section 70)0 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for thealged exemption. Any violation of S .tl'on 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not Ile ndr more than five hu ollars ($5001). SIGNATURE I DATE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: - Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act' DYES 0 N Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES ONO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES ONO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY HOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code). Bank Of America Residential Production Center 140 Box 6570 Orange, CA 92613-6570 LENDER'S NAME LENDER'S ADDRESS - - APPLICANT'S SIGNATURE I certify that I have read the application and state that the above informatióris correct. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). - APPLICANT'S SIGNATURE DOWNER PgCONTPACTOR DBY PHONE AP1OVED BY; Thaims A. Prouse, President Prouse Construction - WHITE: File YELLOW: Applicant PINK: Finance ,• V. V - IV. . V IV- 4 4 4 .• ".DEVELOPMENT, PROCESSING SERVICES DIVISION 2075 L'AS PALMAS DRIVE CARLSBAD, CA 92009-4859 (619)4381161 - : •'-. .Ir - MISCELLANEOUS FEE RECEIPT V V - V.- •. - - V. V.. Applicant Please Print And Fill In Shaded Area Only . JOB - - V V V V -• ADDRESS AC-OA a-Acp PLAN ID NO ASSESSOR'S PARCEL NO. OWNER 44icç V / :833107/17/89 0001 01 - . ' ..•, Misc . VALIDATION AREA 05 7 971F .00 OWNER'S - MAILING ADDRESS I2M,AL1 7 CITY 4'39 ZIP 6jq1Lj& TEL CONTRACTOR - Ve 7J .lrs4 46, V ESTMATED VALUATION,(301 C MAILING ONTRACTORS V V - WI( WWIN - - ADDRESS PLAN CHECKVE _00181000008821 IF THE APPLICANT TAKES NO ACTION - - - WITHIN 180 DAYS, PLAN CHECK FEES V* . CITY - ZIP. qij4 TEL. ' WILL BE FORFEITED. ,. - ' 1 V• V-V V V STATE. V BUSINESS - LICENSE NO. . LICENSE NO. SUBDIVISIONAT41t4 LOT(S) / CHECK IF SUBMITTED LEGAL DESCRIPTION LA tTt2) 4tT) AC&IJf TO MAP 2 ENERGY CALCS 21987 ENERGY CALCS .4 . - •4 V FOR NON RESIDENTIAL BLDGS DESCRIPTION OF WORK El 2 STRUCTURAL CALCS •. 1 El 2 SOILS REPORTS ' i(Ø - 1V EL - 4 V - - - V '• - - -DATE SENT TO APPLICANT DATE • : - CONTACT PERSON 4-4°'LD r Lk 60STA7 LETTER 4 V ADDRESS . •• , . SCHOOL FEE.FORM CITY ZIP TEL P & CORRECTIONS LIST - V Ot,2 - :- :VCVETIICATE9F OCCUPANCY im. - 4 4- - - V - Gold - Assessor V - '2075 LAS PALMAS DRIVE. TELEPHONE CARLSBAD CA 92009-4859 (9)438 1161 titp of QCartbab COMMUNITYDEVELOPMENT Auüst 22; 1989 To whomever, This is to notify you of new addresses 'created in the City of Carlsbad. • Two new addresses have been established. Please note the addresses and assessors parcel numbers listed below. Alsb included, is a location map. A P N ' ADDRESS 215-494-07- 7320 Bolero 215-494-08 - 2902 Managua PL. If you have any questions regarding this project please contact this. - f office. -, - Thank you, J. Paul York Building Technician I - -- _____________________________________________________ - jZ1A 48 e,"4 76 215--49 I 38C / I2I.AC SHT I .55 CA FL 69 A AC AC 31 ••'9,3 - j Gi .0.53AC ° 7 ll3 ç,57AC O87A 65 0.72AC 1100 1.02 0 @2 9 Y) 60AC SHT I ç.P - , 1.17 9 '' 21 35 <99 0 0. AC 9 223 t ® IlIAC . O.56AC 20 O.8€-'C . OPEN SPACE ESMT :!3J. 'C. CI-\LL.1) .02 AC AC ) 22 S () 37 36 -0.77AC. 82 C494 9 >. C. . . -.. - - ' 27 .' C.8CAC ..,. 26 .. -o -. 25 24 l DIEGO COUNTY As3Es3oRs MAP93 PG :' MAP 8302— CARLSBAD ICY O 75 ....... . :. ......... CITY OF CARL SBAD INSPECTION REQUEST PERNIT# CB891045 FOR 08/24/90 DESCRIPTION: SFD 4808 SF LIVING 786SF GAR 478 SF DECK CORRECT ADDR IS 2902 TYPE: SFD JOB ADDRESS: 2902 MANAGUA PL ' STR: APPLICANT: BLACKFORD, ROY PHONE: 729-0553 CONTRACTOR: PROUSE CONST. CO PHONE: INSPECTOR AREA TP PLANCK# CB891045. OCCGRP . CONSTR. TYPE NEW FL: STE: owNtt(: k'l-loNr: REMARKS: T3/MM/TOM/757-5858 INSPECTOR SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE 10874 ROW CB900856 POOL 10854 ROW STATUS ISSUED ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 071690 Final Combo . NR TP 04279.0 Sewer/Water Service AP TP 032990 Interior Lath/Drywall AP TP 032990 Interior Lath/Drywall AP TP 032790 Interior Lath/Drywall CA TP 032390 Interior Lath/Drywall CO TP ND LONGER SCREWS FOR 5/8 D. W. 032390 Exterior Lath/Drywall AP TP - 030990 Insulation PA TP 030990 Rough Combo AP TP G.LU-LAN CERTS,ENG LTR/FRANE 030890 Rough Combo P1 TP 030790 Rough Combo . P1 TP 030690 Rough Combo P1 TP 030590 Rough Combo P1 TP 030590 Rough Combo P1 TP 030190 Shear Panels/HD's AP TP OK TO WRAP 0207.90 Grout AP TP CABANA & ADJ. STAIRS' 020690 Roof/Reroof AP TP 010890 Steel/Bond Beam AP. TP 010890 Ftg/Foundation/Piers AP TP CABANA & STAIRS 010590 Ftg/Foundation/Piers NR TP 122189 Insulation AP TP SUB FLOOR ONLY 121189 Grout AP TP 120689 Grout AP TP 112989 Const. Service/Agricultural NR TP .4 CITY OF CARLSBAD INSPECTION REQUEST PEPNIT# CB891045 FOR 08/24/90 INSPECTOR AREA TP DESCRIPTION: SFD 4808 SF LIVING 786 SF GAR PLANCK# CB891045 478 SF DECK CORRECT ADDR IS 2902 0CC GRP TYPE: SFD. CONSTR. TYPE NEW JOB ADDRESS: 2902 MANAGUA PL STR: FL: STE: ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS - 112889 Ftg/Foundation/Piers AP TP NEED SOIL ENG LETTER 112789 Steel/Bond Beam CO TP S S 112789 Const. Service/Agricultural NR TP 112789 Ftg/Foundation/Piers CO TP 112289 Ftg/Foundation/Pièrs NR TP - S 112189 Ftg/Foundation/Piers NR TP S 112089 Underground/Under Floor AP TP. 112089 Ftg/Foundation/Piers - NR TP KETCHUM ENGINEERING INC. HEJ January 5, 1990 , 7818'QUEBRADA CIRCLE, CARLSBAD II CALIFORNIA 92009 (619) 944-'l 836 Li Chang S Ryu KE881 5731 Palmer Way, Unit 'C Carlsbad, California 92008 Subject: Footing Ex6avatio'n observation, Cabana & Adjacent Stairs, 29'02'1anagua PlaLcel, Carlsbad, California'. 'Reference:- Soils Investigation by KetchurnEngineering,Inc., 1 -' dated January 19, 1988: ' •: .' I; -. Gentlemen: - As per your request, we have completed on-site observations'for - the above designated building. It is our opinion that: -, - 1. The building -pad has been completed in general - accordance with, the recommendations presented in the soil report. 2. Utility trench excavations have -been' adequately ' compacted. ' 3 It is our opinion the minimum footing excavations - - • -- and steel reinforcing are in general conformance S • -with the minimum recommendations presented in the •' soil -report.•- - - - - -. - If you have any questions after reviewing our- report, please do --- - not hesitate to contact this office; - - This opportunity to be of service is sincerely appreciated -' , .• Respectfully submitted, - • - - • ' • • - 'KETCHU ENGINEERING, INC. N. -' 1 • ' • - OFES ''T:':•;;,. President - -. E. N. Ke tt!lc In RCE 26267 Lai 26267 ENK/lk ( I Exp. 3/21,' ; 3)Prouse • • - - -. - - c - I KETCHUM ENGINEERING INC. A2Ei November 21 1989 7818 QUEBRADA CIRCLE, CARLSBAD CALIFORNIA 92009(619) 944 1836 Chang S Ryu KE881 57314Pa1mer Way, Unit Report #4. - -. -.- Carlsbad, California 92008 -. -'• . 4 Managua 2O.2_ Subject Footing 4 c Exavation Carlsbad, California. Reference Soils Investigation by Ketchum Engineering, Inc.,, dated January 19, 1988 Gentlemen As per your request, we havecompleted on-site observations for the above designated building It is our opinion that - 1. The building pad has been completed in general accordancewith the recommendations presented in the soil report - - 4 2 The utility trench excavations have been adequately illed. backf 3 'It is 'our opinion the minimum footing excavations and steel reinforcing are in general conformance with.thexninimum recommendations presented in the soil..report. ' -, -. - -If- you have any questions after reviewing our report, please4do - not hesitate to contact this office - This opportunity to be of service is sincerely, appreciated Respectfully submitted, KETCHUM ENGINEERING, INC of ESs1041 E. N.- Rfitc-hum,, RCE126267 President 26267 ENK/lk - Exp 3/31/90 3)Submitted ' OF CAU- ' - KETCHUM ENGINEERING,!INC - •A - ..- - - --, -•, OF TIM 5 ITOC c' CERTIFICATE O F UffimW C O N F O R M AN C E //-IE UNDERSIGNED MA NUFA C TURER HEREBY CERTIFIES that the products identified below and on attached sheets Nos.. - are marked with the Collective Mark of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) and were manufactured in conformance with applicable provisions of American National Standard ANSI/AITC A190.1-1983, Structural Glued Laminated I5iber, and that such manufacture has been at our plant in Saginaw. Oregon ,-which plant has a quality control system approved by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION and inspected periodically by such Bureau. - V - - -t - - . - -_ -4t& -S V-.V •S - - S - V - - - S_ - _•_4 - - The manufacture of these members complies with. the manufacturing and fabricating provisions of Chapter 25of the Uniform Building Code. Proof loaded end joints. JOB NAME: (Stock) Snavély Forest Products) JOB LOCATION: Ontario, CA. CUSTOMERS ORDER NO. ________ DATE 10/25/89 MFGR'S ORDER NO. 5283004 SIGNATURE il4.-g,.--Mehlem COMPANY Bohemia Inc. TITLE t. C. Director ADDRESS _Saginaw, Oregon DATE 10/25/89 AITC HEREBY CERTIFIES that the said company at its said plant is licensed by the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION to use the AITC Collective Mark in respect of products which comply with applicable provisioni of said Standard, that the adequacy of the quality control system in effect at said plant is periodically inspected and verified by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, and that, in the judgment of AITC, said company is capable of complying with applicable manufacturing and testing provisions of said Standard in respect of products manufactured at said plant. Conformance with the Standard in respect of any specific or particular product is the sole responsibility of the manufacturer; AITC's guarantee hereunder being that the said company is qualified to produce a product meeting the said Standard and that its plant is periodically inspected and verified by the AITC Inspection Bureau. AITC Certificate No. 57748 A AMERICAN INSTITUTE OF TIMBER CONSTRUCTION CO 1983 AMERICAN INSTITUTE OF TIMBER CONSTRUCTION ,-r Cnn. S fflfl, STRUCTURAL DESIGN CONCEPT .325 W.34d Ave.,, S42.te.. 205 ' '. : E4eon.d440, CA. 920253 S . (619)" 741-7306 . •' -': ' - . Fa..x..(619). .13-8364 ., • '- -S •, - -- - * S S H ' ,,' S • - ,, S.. MaAh7, 1990. .. .: ' . . * 5, .5 5 ..• - . ., S • S -. -S . - . .. .5 . •. •. '-. Re. M g W"..Chan.g S Ryu. jLeALdence Loc&tc.on. 2902 MaAa.gua. P1a.c.e., La c.04ta. 1, To whom t.t may c.on.c.wi.: pek owne.4. 4e4we.4t StJLLLctW44L Pe.4.tL' Con.ce.pt ' pe.'4 oJtme4 vouaL. -• , •.LJt5.6pect.Lôn 0,4 II4 4 oUowutg .L.t.emo. Rough. 40 o4 - and 41004 44o.m4..1.g 4ZzeA and eo,ui.e.etLon4. Plywood 4kQAUL.- Watt fl(L4.L4JL9 , 4004 4h.Q4x t4an44 e.- and' 4too',. Anc..h.o4 -bolt 4Zz-e4,- 4pacAn.9 and. kol4own.. -404 pLywood Ii.e.t 'I. ' •,, -.5' - . S• • ., S ' • S "ContJuLc.t04 n.ote4 tha.-t 4004 4ke.t.t2n.g a,i.d naW..ng ha.ue. be.en. ecte4 by bu..41dJg .o44 L.c.-La.L, 4e4A4 ote jLooj a.ta., wa,6 not 4A4pe41e4 by 1h4..o. o44a.e.. . - -• To the. be.4-t o4 my' kn.owle.dge. the above. Lten.o bu21t a.c.c.otdth.g to p€a.,v and 6pe.C.4.444a.tA..ofl..6. : • '-: - S , Ptea.e be. advL4e.d r two &-Lt. - wete. 'not an. .omp4eAeJt-6.4..ve o'i. eon.t4Jw..ou..4 UL-6pe.c..t4.on.o $ Th.e.te.4ote. t.t would not 4QL4.ue the eont'Ia.aLo& o4 k 4e.eponb424ty ai.d Lb424..ty. No. rIA rn EAP CIVIL OF CA - ;. - , - •'-- .. .- 1 FINAL BUILDING INSPECTION DEPT BUILDING ENGINEERING FIRE U/M WATER PLAN CHECK# CB891045 DATE 07/24/90 PERNIT#:. CB891045 I.. :PERMIT TYPE: SFD PROJECT NAME: SFD 4808 SF LIVING 786 SF GAR- , 478 SF DECK CORRECT ADDR IS 2902 ADDRESS:e~29O'2-MANAGUA PL, •: -. . i - - CONTACT PERSON/PHONE#: TEL/MH/TON/757-5858 SEWER DIST: LC WATER DIST: CA .* .-INSPECTED DATE BY: INSPECTED: APPROVED INSPECTED - DATE BY INSPECTED:. APPROVED DISAPPROVED - INSPECTED DATE BY: ** INSPECTED: APPROVED -DISAPPROVED ---------------- COMMENTS: - '5 - -. • S * 5' . - S - 5 - *5 FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING - PLANNING U/M PLAN CHECK#: CB891045 PERNIT#: CB891045 PROJECT NAME: SFD 4808 SF LIVING 786 SF GAR 478 SF DECK CORRECT ADDR IS 2902 WATER DATE: 07/24/90 PERMIT TYPE: SFD ADDRESS: 2902 MANAGUA PL CONTACT PERSON/PHONE#: TEL/MH/TOM/757-5858 SEWER DIST: LC WATER DIST: CA INSPECTED DATE BY: J,1At. INSPECTED: APPROVED DISAPPROVED INSPECTED BY: DATE INSPECTED: APPROVED DISAPPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED c - - FINAL BUILDING INSPECTION DEPT BUILDING ENGINEERING FIRE PLANNING U/M jW ER PLAN CHECK#: .CB891045 DATE: 07/24/90 PERNIT#: CB891045 PERMIT TYPE: SFD PROJECT NAME: SFD 4808 -SF-LIVING 786 SF GAR 478 SF DECK CORRECT ADDR IS 2902 ADDRESS:•2902MANAGUA PL- CONTACT PERSON/PHONE#:Eá4M/757-5858 SEWER DIST LC INSPECTED DATE 2219 BY: INSPECTEDA.UG- 90 APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED - COMMENTS: Carlsbad MünlalpAl Wtr rilatrict EngIneeringDepartmen (619) 38-3367 FINAL-BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE. PLANNING U/M WATER - PLAN CHECK#: CB891045 DATE: 07/24/90 PERNIT#: CB891045 - PERMIT TYPE: SFD PROJECT NAME: SFD 4808 SF LIVING 786 SF GAR 478 SF DECK CORRECT ADDR IS 2902 ADDRESS: 2902 MANAGUA PL .CONTACT PERSON/PHONE#: TEL/MH/TOM/757-5858 SEWER DIST: LC - WATER DIST: CA ---------------- INSPECTED DATE - - • BY: ,e~~ INSPECTED: JUL. 26 1990 APPROVED 'DISAPPROVED INSPECTED DATE BY: - INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED • DISAPPROVED --------------- Enginewhig Department (619) 438-3367 - r r r • - - • \\UL2f t QIL!Jii • • - • L MUNiCIPALvpTtRDThCT ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 5601468 JUR IS DI CTI FILE COPY UPS _JDESIGNER PROJECT ADDRESS: PROJECT NAME: "."r,~.8m,-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 àodes when minor deficien- cies identified are resolved and -. checked by building department staff. Thé.plàns'transmitted'.herewithhave'sigñifjcant deficiencies :identified on the enclosed check list and' should be corrected' - and resubmitted for a complete recheck."" U The check list transmitted herewith is for your information The plans are being held at Esgil Corp; until corrected plans are submitted for recheck he.• appi cant,s copy of the check list is enclosed for-the jiirisdiction to return to the appiicant:contact person. The applicant's copy of the check list has been sent to :Jfffsgil staff did not advise the applicant contact person that plan check has been completed. 0 Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone # U REMARKS: By:— 'Enclosures: ESGIL CORPORATION EGA .DAA 'Ev " 0 D / 4/./ c1 igg JURISDICTION: PLAN'CHECKNO: SET:22L ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123. - (619)560.1468 DATE: LIJAP URISDICTION JURISDICTION: - ECKER FILE COPY PLAN CHECK NO: - o 4-rs SET: .[]UPS - DDESIGNER PROJECT ADDRESS: MAJ.UA ft. PROJECT.. NAME: 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 El with the jurisdiction's building codes when-minor deficien- cies identified are resolved and - checked by building department staff. - - ._T4 plans transmitted-herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. Thecheck list transmitted herewith is for your information. - W The plans are being held at Esgil Corp until corrected - plans are- submitted for recheck7.. eeL.PW - - _flTheapplicant's copy 'of the check list is enclbsed for the -- jurisdiction to-return to.the-applicant-contact person. The applicant's copy of the check list-has been sent to Ra-i P. 'eLAct<Pbko 2P( 4 _WAgp(fJ&C- 0CA-H Fo:Ji zocS LI Esgil staff didnot advise the applicant contact person that - plan check has been completed. D Esgil staff did advise applicant that the plan check has - been completed. Person contacted: Date contacted: -- Telephone # 12- REMARK S l2 o J _ ct.r utA1i o3 _1Z V V Rc Fe, rJ-- _- ___i z tkg_Ftr_t2-.rj _cix ç y _ - p _aa _ /uo). 21*JktA-CA1JJc,r FC- rpoc-iQW-ED AS iyp • (j eta,. I . u 00, BY: 4__-1tV__- Enclosures:' ESGIL CORPORAT 0 " - • - LJGA •OAA 1:1. VW 0DM / 4 - ' - ES GIL Co R PON - 9320 CHESAPEAKE D 1 ON 'rDATE : Tt Y JRRLICANT. (fl JtTWI S D-TCTI .4 JURISDICTION: CITY OF CARLSBAD ' ' PLAN CHECKER N FILE COPY -PLAN CHECK NO: 'SET: y CUPS 29OL. 'DDESIGNER El The plans transmitted herewi , th-have been cor~Creeewher 71 . . 1. PROJECT ADDRESS: PROJECT NAME: necessary and.subtantia1ly comply with the jurisdiction's building codes. 4 ' , fl The plans transmitted herewith will substantially comply ' with the jurisdiction's -.building codes-when minor deficien-. ciesidentified areresolved and - checked by building department staff. •. . -' E The plans transmitted herewith have significant deficiencies identified on the enclosed check list andshouldbe corrected and resubmitted for a complete recheck -The check list transmitted herewith is for your information. • The plans are being held at Esgil Corp.: until corrected .-• . plans are submitted for recheck fl The applicant's.- copy of the check list is encl'osed for the • '' jurisdiction toreturn to the applicant contact person The applicant's copy of the check list has been sent to O1 . Ac.kfb 14-z C/fL6eA-17., CLIF,PJIl 2c . Esgil staff did not advise the applicant contact person that -: - plan chick has, beencompleted. • ,• Esgil staff d.tdadvise applicant that the plan check has been completed. •-Personcontacted: Date contacted: -.. Telephone # -_• U REMARKS 'By: Enclosures - ' SGIL 'CORPORAT- LJGA DAA 13VW PLAN (E(Z NO: - I 64-S FOREWORD: PLEASE READ Plan check is limited to technical-requirements contained in. the Uniform ,'Building Code, Uniform JURISDICTION: CITY OF CARLSBAD 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 TO:9o'1_R_LACK€D_" _. regulations enforéed by the Building Inspectin Depart aent. You may have other corrections based Z4-a..- t-A13G.. . . on-laws and 'ordinances by the Planning Department;. Engineering Departthent or other departments. Present California law mandates that residential ENCEDSURES:construction comply with Title 24 and the.following - .•• - model bodes: 1985 UBC (ff. 7/31/87) . . •' . . 1985 upà (eff. 3/30/87) . .. . . . . ... •• . 1987 NEC (eff. 10/28/87) PROJECT ADDRESS: 21O4 1tiJa4 4c2 . . •].985UMC(eff. 8/28/87) . - The above ;regulations; apply to residential const±uctio; regardless of the code editions FLOOR AREA:4So, J-e J4 (Th;c:) , adopted by oidinance. .-• STORIES:.. . The circled items listed need clarification, modification or change. All items have tobe * satisfied before the plans . will be in conformance with the cited . codes and regulations. Per Sec.. R4ARKS: L1Z_1tT'-i_—-Ia. . 303(c), 1985 Uniform Building Code, the approval of . . . . • -. -. the plans does not permit-the violation of any state, county or' city law. •. To speed up _therecheckprocess,noteonthis __list (or a copy) _where each correction item has been TA ggsg ' moff .•- . . . addressedi.e.•plansheet, _specification. _etc. _Be CITY OF CARLSBAD . . sureto _enclose the marked up list when you submit SI*aE FAMILY. DUPLEX DWELLINGS -, .. . .the revised plans. .. . Date plans received by jurisdiction Date plans received by Esgil Corporation: , ' . • •,•• . Date initial plan check completed: . •• . ' . ,., .. ' . Applicant contact person: - . . . . . . .. .- •' . . . ' . Telephone PAM N091ERS AM NOT IN SZQ== AS PAM'HAVM IiD n3XS NDSG 0==(='`W DRLT List No 63, Carlsbad Single Family Dwelling and Duplex With All Supplements. (1985 UBC) - •.: • . , ''.. PLANS 1. Please make-'all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 0208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original / tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. 1. Indicate on the Title Sheet of the plans, the name of the legal owner and name of person responsible for the preparation of the plans. Section 302(a)7. I. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 5/ Plans, specifications and calculations shall be signed by the California state licensed engineer or architect responsible for their preparation, for plans deviating, from conventional wood frame construction. Specify , expiration date of license. (California Business and Professions Code). Specify on the Title Sheet of the plans the f gross floor area of each, element of this project including dwelling,, garage, carport, patio, deck and balcony. Section 302(c). Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1985 USC, UMC and UPC and 1987 NEC. Submit fully dimensioned plot plan drawn to f scale showing location, size, and use of all existing and proposed structures on the lot. Identify property lines and show lot dimensions and all easements. Show location of all cut or fill slopes. Show finish floor elevations and show elevations of adjacent finish grade. Show drainage patterns with minimum slopes. Section 302(c). Indicate distance from property lines to . proposed building. Section 302(c). Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that, is not included with the building permit 'application filed should be clearly identified as "not included." u/. Clearly show if the lower level is a basemnt or a story, based on the definitions in Sections 403 and 420. Plot the finish grade (as defined) on the elevations and dimension the distance to the floor above, for story determination. / 1'2. Exterior walls closer than 3 feet to property / lines shall be one-hour rated construction and have no openings. Such walls shall have 30 inch parapets when the building floor area exceeds 1,000 square feet on any floor. (Table 5-A, Section 1709(a)). Projections, including eaves, may not extend more than 12 inches into the 3 foot setback / from the property line. Section 1710. Eaves over required windows shall be not less / than 30 inches from the side and rear property lines. Section 504. Plastic skylights shall not be installed I within 8' of an exterior wail ,located where openings in such exterior wall are prohibited or. required to be protected. Section 5207 (a) 7. Projections, including eaves, shall be one- hour fire-resistive construction, heavy timber or of noncombustible material if they project into the 3' setback area from the property line. Section 1710. - Show location -of permanently wired smoke, detector, centrally located in corridor or .area- giving access to sleeping rooms or above stair if , sleeping rooms are on upper level. Section 1210. A s'moke detector shall be installed in the basement of. dwelling units having a stairway which opens from the basement into the dwelling. Such detector shall be connected to a sounding device or other detector to provide an alarm which will be audible in the sleeping area. 'Section 1210. When the valuation of a room addition or repair'exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided at existing bedrooms per item 16 above. 7. 18 / I - 7 63' D AP12POJ2O 5E1' OP RJ3 F'2nrr, PzEuws 7uS Cth Fe 'COM f3t, sôJ, VZOVIOL & £bVnPL L1T nv, kU.' gC\)(Sej3 VLAas PcrJo tALL nt xam pu i-flôtJ Olr 5/10/89 . . . 2 1. Provide notes on the foundation plan listing the soils report recommendation for foundations, slab and building pad preparation. G Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 3. The soils report recommendations excavations be reviewed by soils engineer. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation .inspection, the soils engineer shall' advise the building official in writing that: i. The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, formings and reinforcements comply with the soils report and approved plan." Show height of all foundation walls. Chapter I 23. Show height of retained earth on all foundation walls. Chapter 23. 86. If cut or fill slopes exist, show distance of foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 29. 8'7. Note onpians that wood shall be 6" minimum above finish grade. Section 2907(a). 8. Note on plans that surface water will drain away from building and show. drainage pattern and key elevations. Section 2905 (f). i9.' For building's adjacent.to slopes steeper than 3:1, the top of any exterior foundation shall extend above the elevation of the street glitter at point of discharge or the inlet' of an approved drainage device a minimum of 12 inches plus 2 percent. 10. Dimension foundation per U.B.C. Table 29A: Floors ' . . . Footing Supported* , Stemwall Width Depth Thickness 1 6" ' 12" 12" . 6" 2 8" 1511. 18 ' 7" 3 10" 18" 24" 8" *Foundations may support.a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. 1. Show, foundation sills to be pressure treated, or equal. Section 2516 (c) 3. 92. Show foundation bolt size and spacing. Section 2907 (f). 3. Specify size, I.C.B'.O. number and manufacturer of power driven pins. Show edge and end distances and spacing. Section 302 (c). 91. If required, show size, imbedment and location of hold down anchors on foundation plan. Section 2312 (f), 302 (c). Is. If hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 305 (e) 1. 9'6. Show adequate footings under all bearing walls and shear walls. Section 2907 (b). 7. Show on the plans stepped footings for slopes steeper than 1:10. Section 2907 (c). 98. Show minimum .18" clearance from grade' to bottom of floor joists and minimum 12" clearance to bottom of girders. Section 2516 (c) 2. Ser DE-MIL .34r 4. '9. 'Show pier size, spacing and depth into. undisturbed soil. Table 29-A. 100. Show minimum underfloor access of 18" x 24". Section 2516 (c). 11. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite ,sides. Section 2516 (c) 6. 10. Specify that posts embedded in concrete shall be pressure treated per UBC Std. No. 25-12. Section 2516 (c) 1. FRG 17 . Show wall bracing. Every exterior wood stud wall and main cross-stud partition shall be braced at each end at least every 25 feet of length with 1 x 4 diagonal let-in braces or 'equivalent. Section 2517 (g) 3. 10,4. In 2-story buildings, shear panels at the / first story .(at least 48 inches in width) shall be located at each end or as near thereto as possible and comprise at least 25 percent of the-linear length of' the wall, or provide design. Section 2517(g)3. . -5/10/89 • ' ' ' . . 6 ELECTRICAL (xAIIONAL C1CAL All wiring shall omp1y with the National Electrical Code. l'4. Show on the plan the amperage of the electrical / service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and làad calculations. 15. Show location of all electrical receptacles. 15'ô. Electrical receptacle locations and/or spacing / is not adequate in_____________________________ 57. Show at least one convenience outlet other than outlets for laundry, etc., outdoors, in garages and basements. NEC, Art. 210-52. 15'8. Note convenience outlets in bathrooms, kitchen / counter top(s) within 6 feet of the kitchen sink, outdoors, and in garages and basements (other than for laundry and similar equipment) shall be GFI protected. NEC, Art. 210-8. i5'. Note electrical system ground to be provided / per NEC, Art. 250-81. PLUMBING (UNIFo1l PLUMBING (X)DE) Show water heater size, type and location,on plans. UPC, Section 1301. Show source for providing combustion air to / fuel burning water heater. If wall openings in an enclosure are used, at least one-half of. the required opening area shall extend into the upper twelve inches of the enclosure and one-half within the lower twelve inches. UPC, Section 1307. Fuel combustion water heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom. UPC, Section 1309. 13. Provide adequate barrier to protect water / heater from vehicle damage. UPC, Section 1310. 16/.. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 1007 (e). 15. Note on the plan that. hosebibbs and lawn sprinkler system shall have approved backf low / prevention devices. UPC,. Section 1003(h) & (i). 116. Show shower stall can accommodate a 30" circle / and has a minimum floor area of 1,024 sq. in. UPC 909 (d). NOISE INSULATION (DUPLEXES) l7. Show details of duplex coon (party)-walls and floor/ceiling assemblies to achieve, a Sound Transmission Class (STC) rating in walls of 50 decibels and an Impact Insulation Class (IIC) rating on floor/ceiling of 50 decibels. Title 25. 18. Show how, penetrations of, assemblies for / piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust 'ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 25. l€19. Provide insulation in walls and ceiling to / achieve SIC of 50 between garage and living. I area if garage use is not controlled by resident. Title 25. ENERGY CONSERVATION • 110 Permit applications received after June 30, 1988, are regulated by the new Residential. Energy Standards. Provide.plans, calculations and worksheets to show compliance. 171 The new regulations req4re a properly ' completed and properly signed Form CF-1R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow , the building inspector to readily compare the actual construction with the requirements of the approved energy design. 172 Section 1403(a)1, Title 24, states that Form CF-1R shall be signed by the person responsible for its preparation. The signer shall be a civil engineer, mechanical engineer, electrical engineer, architect, general building contractor, mechanical contractor, or electrical contractor licensed or 'registered to practice by the State of California or other individual eligible tinder Division 3 of the Business and Professions Code to sign such documents. Document signers are subject to the limitations in Division 3 of the Business and Professions Code. Please provide the signature. 5''agreement All energy items shown on the plans.must be in with the information shown on the properly completed Form CF-1R. ~ 4_ Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Energy Conservation Requirements". 1/15. Show the make, model and efficiency of the / space heating (or cooling) system and provide heat loss calculations if the output exceeds 45,000 BTU/Hr. l7. For room additions, show that the glazing area / of the addition does not exceed 16% of the newly-conditioned floor area, plus glazing removed or relocated due to the addition. U7. Provide fluorescent general lighting in kitchen(s) per CAC, Title 24, 2-5352(3). l7. Please see additional corrections, or remarks, I on thefollowing page. CARLSBAD S .F.D. & DUPLEX SUPPLEMERT 11/9. Energy conservation design should be for Zone 7 . See attached energy packages. - Floor drains must have auto-prime (city policy). - I Note exhaust fans cannot be ductless type (city policy). New residential units must be pre-plumbed for / future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). Note "two 3/4" copper pipes. must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 14. Allpiping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy). ljs. Incorporate the waterproofing details, on the / attached Policy 80-8, where interior living space occurs below grade at the masonry wall(s) 16. Show on the Title Sheet on the plans, the / inforthation required by the attached Developmental Services Sheet 112383. 187. All new residential buildings, including additions, require a soils report. Please submit two copies. - l. Heavy timber framing, minimum 6" x 10" beams / and minimum 8" x 811 .post, for the structural beam and column supporting the fire separation between the garage and living area above, is acceptable if shown on the plans. (city policy). 19. UBC Adopting Ordinance 8792 requires Fire / Retardant roof on all structures (Sec. 18.04.230). Show compliance with UBC Section 3203(e). 10. City Ordinance 9792 requires two parking spaces/unit with clear area of 20'x20' i.e. no washing machines, etc. Show compliance. lfrl. Please see additional corrections, or remarks, on the following page. The City of Carlsbad has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact_________________ r ./1L-LEJ JdUf2_ at Esgil Corporation. If you have any questions regarding City Building permit procedures, please contact Carter Darnell at the City of Carlsbad, 1200 Elm Avenue, telephone 6191438-1161. Thank you. Enclosures: - 5/11/89 - • 10 Certificate of Compliance: Residential : (Pagc.l of 2) CF1R Project Tick - Date - Project Address -• _____________________ Building Pit I DocumentitiooAuLboc. Telepbooe Occ4.By/Due Compliance Method (Package. Point Systn oCnçicer) •. CUiatz Zone Etfort Agncy Use Only GENERAL INFORMATION -• Total Conditioned Floor Area: Building Type: Single Family HoteVMotel - (check one or more)- Multi-Family (less than 4 stories) Addition * Multi-Family (4 of mom stories) Existing-Plus.Addition Front Entry Orientation: North / East / South / West / All Orientations (circle one or more) - Number of Dwelling Units: - Floor Construction Type: Slab / Raised Floor (circle one or both) - 'Infiltration Control: -. Standardfflght (circle one) BUILDING SHELL INSULATION - Component Insulation Location/Conments Type R-Value (attic, to garage. typical. etc.) wall ............. wall .............. Roof ............. Roof ............. Floor .............. Floor ............ Slab Edge GLAZING Shading Devices • Glazing Area Glass Type • Interior •. Exterior '- Overhang - Framing Type Orientation (sf). (single. double) (roUer blind. etc.) (shadecrecn. etc.) (yes/no) (rneta]Jwbod) Front....( Front.... Left.......() . Left......() ____ ___ ______ ______ _____ Rear.....(.) ___ ______ •_______ ____ _______ - ______ Rear..... Right.... ( ) _______ ____________ .• _________ _______________ _____________ Right....-.___ • - ______ ____ _____ Skylight ....... Skylight ....... . THERMAL MASS - Type/Covering Area Thickness - •• (stab/exposed. We. etc.) (so (inches) LocationfDcription (kitchen, bath. etc.) • Certificate of Compliance-:,Residential (Page 2 of 2) CF-1R Project TIUm Data HVAC SYSTEMS Minimum Duct Type (furnuc.'Llr Efficiency Location Duct Output Manuficturer/ Model # conditioner, heat pump) (SE. SEER HSPF) (Attic. ete) R Value (Btuh) (or approved equal) Maximum Furnace Heating Output.: Bruh HOT WATER SYSTEMS Tank Manufacturer/Model # System Type (storage gas etc) Capacity (or approved equal) Special Feature(s) SPECIAL FEATURES/REMARKS (Add extra sheets if necessary) COMPLIANCE STATEMENT This certificate of compliance lists the budding features and performance specifications needed to comply with Title 24, Chapter 2-53 and Title 20, Chapter 2, Subchapter 4, Article I of the California Administrative code This certificate has been signed by the individual with overall design responsibility and the building owner, who shall retain a copy of it and transmit the certificate to any subsequent purchaser of the building When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, all building conservation features which vary are indicated in the Special Features/Remarks section Designer Building Owner . Name. Maine TIZICJF'UTfl Ad4re3s Address Telephone. Telephone. Ltc# (slgnawre) (date) (signature) Documentation Author Enforcement Agency Name. Name:' Title/Firm: Agency: Addrss Telephone. Telephone. (signature) (date) (slgrtaD.ire or stamp) (date) Form Revised %(arti 198* I UM FOLLOWD;G N= SPECIFMG wm..IcRZ REUIR2TS S3iLD BE INCORPUMTED ON FIJJ( OR COXTAINED WrnM JOB SriYlCAflON DOCrIS. M.A}WAIORY EXEMy c0NSVAII0P( Rzuricrs OF THE S-= OF CALiYO(L' All heating, ventilating, air conditioning, and water heating equipment shall meet all of the requirements of the Appliance Efficiency Standards and shall be certified by the California Energy Commission. A two stage thermostat, which controls the supplementary heat on its second stage, shall be provided for heat -pumps. Thermostats shall be equipped with an automatic setback, which the building occupant can program to automatically set back the thermostat twice in 2e hours. Equipment which requires preventive maintenance-to maintain efficient operation shall be furnished with complete necessary maintenance information. All gas-fired fan type central furnaces, gas-fired fan type wall-furnaces, and cooking appliances shall be equipped with an intermittent ignition device. All fart systems exhausting air to the outside shall be provided with backdra.ft dampers. All transverse duct, plenum, and fitting joints shall be sealed with pressure sensitive tape or mastic to prevent air loss and shall be insulated to conform to the provisions of Section 1005 of the UMC, 1982 Edition. A vapor barrier is required in climate zone 1, 14, and 16. . All manufactured windows and sliding glass doors shall meet the 1972 ANSI air infiltration standards- and shall be certified and labeled. All swinging doors and windows leading to -unconditioned areas shall be fully weather-stripped. (U) Storage type water heaters and storage and backup tanks for solar systems shall be externally wrapped with R-12 insulation or greater. The five feet of pipe closest to the water heater, if outside conditioned space, shall be insulated with a minimum of R-3. Steam and steam condensation return piping and recirculating hot water piping outside the building envelope shall be insulated in accordance with 120-1406(d). Lamps used in luminaries for general lighting in kitchens and bathrooms shall have an efficiency of not less than 25 lumens per watt. Showerheads and faucets shall be equipped with flow restrictors as outlined in the appliance efficiency standards and shall be certified to- the Energy Commission. Masonry and. factory-built fireplaces on exterior walls, shall be equipped with tight-fitting closeable metal or glass doors covering the entire opening of the firebox; a combustion air intake equipped with a readily accessible, operable, and tight fitting damper to draw air from the outside - of the building; and a tight fitting flue damper with a readily accessible control. - - (16) Insulation used shall comply with California Quality Standards. - - - (17) The insulation installer shall post. a signed certificate. . .Section. 276.. - Insulation Certificate (All Occupancies). Alter installing insulation, the installer shall post in a conspicuous location in the building a certificate signed by the installer and the builder stating that the installation - - conforms the requirements of Title 24, Part 2, Chapter .2-53, and that the materials installed conform with the requirements of Title 20, Chapter 2, Subchapter, t, Article 3. The certificate shall state the manufacturer's name and material identification, the installed "R" value, and (in applications of loose fill insulation) the minimum installed weight per square foot consistent with - the manufacturer's labeled density for the desired "R" value. - - (18) For infiltration control all openings and penetrations must be caulked and sealed, such as around - windows, at sole plates,- and openings for utility pipes and wires. Form Ea 3/5/86 -. I •• - Datei CITY OF CARLSBAD •. Prepared byt Bldg. Dept. - VALUATION AND PLAN CHECK FEE - .Esgi1 PLAN CHECK NO. ih4 -. -. .. BUILDING, ADDRESS - zei APPLICANT/CONTACT - - PHONE' NO. - - - BUILDING OCCUPANCY .-. fri DESIGNER PHONE -- • - TYPE OF CONSTRUCTION:_: V rJ -. - . "CONTRACTOR PHONE _.. / - - * Cty of C ars b ad, ____ July. 25, 1989 Roy. Blackford AlA - 2942Harding St, Suite E Carlsbad, Ca 92008 :. Plan Check 89-1045, 2904.Managua Place We have investigated the subject plan check It appears there should be no unusual delay for your client A correction list has been mailed to you. It does require new energy calculations since the energy regulations have changed during the 17 months of, -the previous plan check. -. - - - The other set of plans is being checked by the Planning Department today and should be sent; to the Engineering Department tomorrow!. - Thank you for your letter inquiring about the plan check and ôffer-ing your assistance.,-. If you have further questions please contact Carter DaHell in my , office.. MARTIN ORENYAK, DI O - • . - c Ann Hysong - - - - •- --- Scott Evans.,- - Gary Angel 2075 Las Palmas - Drive • Carlsbad, California 92009-4859 o(61 9) "i38,1161 . .. • ENGINEERING CHECKLIST - , LEGEND --Date: &4' Item Complete Plan Check No. ______ 'p/• Project Add res j1 Incomplete - Needs - Action Project Name: R'Yt)__s,6Nc __- - tr.Y 1 2 3 Number in circle Vt.t\ Field Check Date: indicates plancheck U . By: number that de:ficiency - - was identified LEGAL REQUIREMENTS . . > > > - Site Plan 1 Provide a fully dimensioned site Ian drawn to scale Show North -arrow, property lines, easements - existing and proposed - structures, •streets, - existing street improvements, right-of-way width ' - - . 2. Show on Site Plan: Finish, floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns. Provide legal description-of property. - -. • - Provide assessor's parcel number PERMITS REQUIRED Grading. 5.., Grading permit' required. (Separate submital, to- - Engineering Department required for Grading Pemit).. - -. 6. Grading plans.in'plan check PE. __98. 04 . -- .- . •. /V - ,;- 7. Need the following completed prior to building permit 'issuance: Grading plan signed. B Grading permit issued Grading completed. - Certification lett'er and compaction reports submitted. Grading inspected and, permit signed off by City -inspector. - .8. Rig ht-off -Wa ;t~red for work in public right-of-way' rive~P e sidewalk, connection to water , main, f•At - 9. Industrial Waste Permit application required. . To be filled out - - -. completely and returned to Development Processing.. f FEES REQUIRED AIL 10 Park-in-Lieu fees required Quadrant: - . , Fee Per Unit: , TOtal Fee: 5;I 11. Traffic impac-t fee required. I Fee Per Unit , Total Fee 67o .. 12. Bridge and Thoroughfare ,fee' required. . . . Fe Per Unit'-"53Q TotaIFee: (I< 13 Public facilities fee required El 14.. Facilities management fee required; Fee: 310 15.. Additional EDU's required: . ••.' . Sewer connection fee: --------- Sewer, permit no. 1.6. $ewérlateralrequired: REMARKS /5 'i&u& i n jt &vi .2wJr S. 0 K to issue Date:____________________________ If you have any questions abojt any of the above items identified: on -this plan ' check, please call the Development Processing Department at .438-1161. . • .. • ' I • .. '. PLANNING CHECKLIST • Plan Check No. Address APN: Planner ,v,'vC ,'/vs'NG— Phone 438 1161 (Name) Type of Project and Use • Zone Facilities Management Zone __________________ ('a . Legend Item Complete Item Incomplete — Needs your action 1, 2,3 Number in circle indicates plancheck number that deficiency was identified Environmental Review Required: YES NO TYPE DATE OF COMPLETION.: Compliance with conditions of approval? If not, state conditions which require action. :Conditions of Approval r 0 r Discretionary Action Required: YES ---'NO' TYPE • Jr7--e APPROVAL/RESO. NO."'/ DATE: PROJECT NO. OTHER RELATED CASES IZ1iEJ 0 • Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval S 0 Landscape YES 'io DATE OF APPROVAL —S —?2 0 Compliance with conditions of approval? if not, state conditions which Jun Additional Comments ra-c o Coastal: DATE YES NO ____ OF APPROVAL: 0 Compliance with conditions of approval' If not, state conditions which require action. Conditions of Approval- site Plan: 0 1 Provide a fully dimensioned site plan dr'awn to scale Show North arrow, property lines, easements, existing and proposed structures,\ streets, existing street improvements, right-of-way width and dimensioned setbacks El 2 Show on Site Plan Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes and driveway. 3. Provide legal description of property. -o 0 4 Provide assessor's parcel number. Zoning: - ta-d 0 1; Setbacks: Front Required 2O Shown Int. Side: - Required /c Shown .3 '( Street Side: Required —T Shown, Rear: •Required Shown 0 2 Lot coverage Required 'Shown - So 0 3. Height: Required Shown K '4. Parking: Spaces =equ Shown Guest Spaces Required Shown Additional conmients and remarks have been made on the building plans These marked-up plans may be picked up' at the Building Department. These marked-up plans must be resubmitted with the revised plans for this project Have plans been marked up' YES NO -' 4/ +Lt (i.) -O2 - o) (66 =36,%L •. I B —12 /4LL,1 /7 Al • . oi-q,ePoc • pL 3,p..ii ' •- • ::.: . . • • 5 71//# s-,I v'z,,' un 4 LOLL\ c: Ce%-t71t -nL- 15 P3/z 1/2- PI- ,1%CS 4o' 3oPS L' 25 Ps 'o1'51 osç d1 3DPSI- DL' ________ cs H: 90 PSF -Loc (ook 50 t;5 th JtE eq '1 25 P5/ 9- s 10416' —"A'- (ij- tt'i. :. ••. 0 • . . • , _________ 0. 10' •. 0 • I z /2 . •' 0 • 1-'L x/?— • ,~11417 •. : • J?ir7oa. • L • 56o f- ____ I1LL=,j,4'~ .; 0 •• 0 103 X /Pt\ox1/ • =i004 0 :' •• 0 Ix i/f 1 A111 - • M . x I - 7 • 0 •. 0 • I'v t 70ox - (3 512) I I/ Put : • 0 • • :, • . •• • •• 00 0 • :0 • 0 0 •• • • 7/• • 0 •. • 0 • • 0 0• • •••• 0 3 7 ' 0 • • • 0• • 0• • 0 0 0 • • 0 • OL-7.5 6-?4 • . . 0 • • • - - 0 • • 0 000 0 • 0 0 0 • A i : • 673b _______ DL •-j • 'P ' k40 14-251-0xIo/5--- 75 k13& =IZi = fua-c+-.7;c7 Id19 • 3 • 1•• flDLIO448 :H- • . -RI LL OIL _______ • H • -• 91F ~71 34 4t / • L ley 73t2J?_2/'/1,7. 4 .- • • • i 3-pr • 'LI4-i.5x_ale 5 • 7 6 A ••• Po+e.,4 FL - Fi(tO 359# • : •.., ia 7/L" • 23 • s VolcL=si i . • ) e 71 L 31 cp 5 Al2_1?_4o'o'<l'ZS I'24 111 3/yf9&LB, C • I 11 • .-. -Lzo.q •- • - - •• • U Dt(-f 45) )Ø2P//J Pit - I4 DL-18334 1ØL77$ \L-LL fILL J'~ 14T qo35 40 /JC/SJV35 -?Th) 15/i k5/85-3, .. . •, - . . .. f 7. 2.. frU4,/l 1L/85p/ *x45-IZ)<4)35 Uc7 ..lc4#1 • . .: .. ••. •,•.. .,F. • '.• WI2)(3?/,_. . 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Il9 P51 Lo z : :.E(L. 'I ••• • Till. /01 • ( /• ----------------- __ L'/-U, DL— • - .cD.pSF 235ps- I P5 • •• h4+IL LL •• Psf • STt,R hk / - > ps r /4/4 , p5/: \1)() f'sf• S.7• I H5S I5 I i4S.F ••i• • • • • • •• •• 3ifl A f-i y '%J. ••T...•'•1 'T"ie. I. 7 .07 I .Arl ILI F, r1 I . tn t J H v RA I - bR \i'x- 1U Wo3 5h ea LJaIL b cj ajed wAit. TA-- pec4t0)1. 5 x .- I 748' W4o44 /iii t-1=l&7X/g /52Id - 3// pt . //5 %"- (3M)Pl '-: oJ P, ' '//d' ''/ Piic e17e 5 . /— -y?24o,JTa?1 )Zi- x'cs 5ai/ &9 A1r1 An- mm 4r1. 13 &1/14 =,1-i 1(h,Zt SHEAR VALL - SCHEDULE S V L L MATERIAL NAILING TOP PL. SHEAR TRANSFER SILL PL. SHEAR TRANSFER 4NCHOR BOLT FOUNDATIONS 0 REM ARK AL 1 1/2' 5lruc. 1 Plywood JDr P 4' o/c' panel. edges, 12' 0/c fld 3x P 6".0/c top 0•• 16d P L. o/c /S'(D) A.B. o/r FTA2 each end P ft.. HB7A each end Pfr levI { 102 (bo+h ss) 3X 51"(0,tpPX 12' 12' long d V2' Struc. 1 PLyNocd 10d.@ 3'- 0/c panel. 0 A35 E! - 3' 0., 16 DiC, 12' tong FTA2 each end P ft. P fnct leveL HD7 each end - 66. (one side)edges, 12' 0/c f1d 1/2' CD-X plywood. 11)d P 2' o/c panel 16d 8 2.5' o/c 5/8'(D) A.B P each end P dr. level HD, AetiEhendPfncL leveL - 69C (one side) edges.. 12' 0/c fd ° over 3X sill plate 16' o/c.. 12' tong. 3X sturJ5 16 3/8' CD-X plywod 8d P 6' a/c panel ' / 16.' °' C 1 0 - - , 5/8'(i) A. P - FTA2 eac' end P fIr. Level - (one side) edges, 12' o/c c &d ' 24' o/ç 12' lorici HD2 each end P fnct le,et • 3/2' CD-x plywood 8d P 4' 0/C panel - C C . A 16' / 5 - liSd p 4 0 C / /I3'(D) AR P 24' 0/c. 12' long FTA2 each end € 'fIr. Level - j - (one sue) edges, 12' 0/c ftd HD2 each eri 2 fr1. C. 3/8' CD-X ptvvoorA 8d 2 4' 0/c panel 16c4 P 2' 0/C /8'(D) A, p F1A7 each end P fIr. level. I-117 end R fnd. level each 76E (both sde-s) edges, 12' o/c FId A35 2 6' 0/C 3Y, sitf. p1ote 16' o/c, 12' tong P 10C,1/c 4X P erp - 7 3/8' CD-X plywood rJ 3' 0/c panel ' ' 12 12' C , / i 0 C - -'8'(fl) A.B p FTA5 each end P fIr. level HD7 end, P fncL level each 4 SKE / (one side) edges, 12' o/c field 16' o/c. 12' tong ...i, I'l.D. . 0i C c c'tr' A I (1 1/2' f' S I Ii .. Gyp. DrU. J I I .i oer na ., A5 P ., ofc . '-' . 0, C ,12 tong or shot pins 125 Ci (one side) 7' 0/C (blacked) 212 o/c q 1/2' Gyp. Wall Brd. - 5d cooler nail. P . / ° C 16d in' a/ - - - (one se) 4' a/c (blocked> . S . 10 [/2' Gyp. Wau rd. 5d cooler nail. P , A35 32 Oi C . FTA2 each end P fIr. Level H02 each end P fnd, Level. 15C (one side) 4' 0/c (blocked) - 11 Brd. ooLrnaIl2 16' 0./c 16d € ' 0/c tong oi- shot pins (both --ides) 1/2' Gyp. Wait Brol. 5d Coo(er i'CIJI P 0 C A35 16' / FTA2 each end 2 fIr.. level HD2 each end P frici Level E51 (both --ides) 7' o/c (bLocked) 1 2 /8' CD-X plywood 8d P 4' o/c panel. A3 2 16 oc l6d 4' / - ° 5/8'(m A.B. P 24' o/ç 12' Long 38' (one side) edges, 12' o/c fietd 7/8' stucco expanded No. 11 GA. L' Long S 5/8'(D) A.B. p FTA2 each end P FIr. Level .14 rtrtat or 'woven wire 7/16' head, No, 16 GA. A35 P 24' o/c 16d P.' ofc 32' o/c, 12,tong . 0 'HD2 each end P frrj, level 180 LIth kfld port'ond 7I'tpg P A'ri- . 0 • 15 5 0 0 /f - 0 - /( c!merTt Ctaster 180 /( - 0 0 5 /( 16 0 0 - AJAJ L)OJ (aL 4'/ Pime L / ii / 5/g' 4.3. 0 0• - 3/s" CD - pL'd A 35 .eD le L— 4r1 KETCHUMENG'INEERING,INC. H' October 23, 1989 7818 QUEBRADA CIRCLE, CARLSBAD CALIFORNIA 92009 (619) 944-1836 I Chang S. Ryu , KE881 5731 Palmer Way, Unit C .' Report #3 Carlsbad, California 92008 ' SUBJECT: Report of Field Observation and RelativeCompaction Tests, Retaining Wall Backfill, Proposed Single Family Residential Pad, Lot 15, Managua Place, La Costa, , California. REFERENCE: Soils Investigation by Ketchum Engineering,' Inc., dated January 19,' 1988. Gentlemen:' : ' In accordance with your, request, this report has' been prepared to present the, results of the field observations and, relative compaction tests' ,performed at the subject site by Ketchum Engineering, Inc.' These services were performed between August 2 and, August 4-1 1989.. ,PROPOSED CONSTRUCTION It is, our understanding that a one and/or ,two story' 'wood frame home with slab-on-grade construction is proposed. ' , AVAILABLE'PLANS To assist in determining the locations and elevations of our field density' tests and to define, the general extent of the site grading for this phase of work, we were provided with a site plan ' ' prepared by Roy. Blackford. The mass backfilling was performed by Proüse Construction. FIELD OBSERVATION AND TESTING' • Observations and field' density tests were performed by a representative ,of Ketchum Engineering, Inc., , during the backfilling operations. The density tests were taken according , • to A.S.:T.M. Test' 1556-74 and the results of those tests, are shown on the attached plates. The 'locations o and elevations f the in- situ tests were' determined in accordance with their importance.. and the accuracy and' proximity' of the.'survey control provided by other than I Ketchum Engineering, .,Inc.,, representatives. Unless otherwise noted, their' locations and elevations were' determined by pacing and hand level: methods and should be, considered accurate only to the degree implied by the method used. KETCHUM ENGINEERING, INC. KE881 Page 2 As used. herein, the term "observation" implies only that we observed the progress of work we agreed to be involved with, and performed tests, on which,, together, we based our opinion as to whether the work essentially complies with the job requirements, local grading ordinances and the Uniform Building Code LABORATORY TESTS Maximum 'dry: density determinations were performed' on representative samples of the soils used in the compacted fills according to A S T M Test 1557-78, Method A This method specifies that a four (4) inch diameter cylindrical mold of 1/30 cubic foot volume be used and that the soil tested be placed in five (5) equal layers with each layer compacted by twenty-five (25) blows of a 10 pound hammer with an 18 inch drop The - results of these tests, as presented on Plate Number 2; were used in conjunction with the', field density 'tests to determine the percent of relative compaction of the compacted fill CONCLUSIONS Based on field observations and the :density test' results, it is the opinion of Ketchum Engineering, Inc.,. that the backfilling was performed basically in accordance with the recommendations contained in the Soils Report prepared by Ketchum Engineering, 'Inc., dated January 19, 1989 and th6 recommendations contained there-in do apply to the subject -site.1 This report covers only the work performed between August 2 and August 4, 1989 l Additional testing will be required for utiity trenchbackf ill, for retaining wall backfill and for pavement subgrade. • ' • - •, I P .. , . Our opinions presented herein are based on our observations and the relative.r compaction tests results. Due ' to possible variations in the uniformity of compacted fills, we only warrant that our work was performed in accordance with the currently .accepted standards .of practice and' in such a manner, as to have reasonable certainty that the mass grading complies with the job requirements No other warranty, express or implied is given or intended If you should have any questions after reviewing this report, please do not hesitate to co'ntactthi's',off ice.. • I . KETCHUM ENGINEERING, INC MAXIMUM DENSITY & OPTIMUM ASTM: I- I )ISTURE CONTENT itumv, 10pt1 I ns1 I Description l Sample (øcl) •: 1 - Red brown silty clay 120 2 Rusty fine sandy slightly clayey silt 119 with 4" minus rock 3 Frank Wright Import tan -silty sand 119 I f BY JS JON NO 881 KETCHUM ENGINEERING INC trri' DATE 12/12/8 7818 GUEBRADA CIRCLE. CARLSBADIJr 0 PL ATE 2 (619) 944 -1836 92008 ______ LNUINELHINU -JOW NAME RYJJ -- JOB NUMBER 881 T TE LOCATION ELEV. 01 DEPtH of TES1 MOISTURE % DRY DENSITY lbs/cut t. SOIL '" PE REQD . COMP S ACT. OPT. SPEC. 1 10/27/88 Key #1 SPP 320.1 10.0 114.4 1 90 95.3 2 322.7 11.5 113.8 - -- 94.8 3 10/28/88 325.2 12.1 109.8 - - -- 91.5 4 Key #2 333.7 11.4 106.8 - - - - 90.0 5 337.2 12.6 110.6 - - - - 92.2 6 11/2/88 House Pad 340.5 15.3 114.8 95.7: 7 11/15/88 House 333.5 12.1 114.2 2_ - - 96.0 8 Road 323.2 11.6 112.3 - -- 93.6 9 1 1 /16/88 Pool 333.6 12.5 110.0 92.4 10 House 337.8 11.1 112.2 94.3 11 11!17/8 House FG 343.9 12.6 109.1 - 91.7 12 11/21/88 House FG 346.3 10.7 112.1 94.2 13 House FG 335.2 11.1 110.9 93.2 14 11/23/88 House FG 338.9 13.1 114.3 96.1 15 Pool FG 334.0 12.1 113.4 - - - - 95.3 16 TC FG 327.0 9.9 113.3 - -- - 95.2d:' 17 Drive FG 326.8 13.1 -- 113.3 , 95.2, 18 8/2/89 Retaining Wall No 351.0 10.4 114.2 - 1_ 90_ 93.7 19 8/2/89 Retaining Wall So. Curve 350.0 112.4 113.3 94.4 20 8/3/89 So. Side 349.0 12.0 113.2 . 94.3 21 8/4/89 Retaining Wall No. Side 354.0 10.7 Retaining Wall.. ____ ____ 109.6 - - - - - - 91.4 S KETCHUM ENGINEERING INC. 'fl 7818 QUEBRADA CIRCLE, CARLSBAD August 4, 1989 CALIFORNIA 9200.9 (6 19) 944-1836 Chang S. Ryu .' KE881 5731 Palmer Way, Unit C Report #3 Carlsbad, California 92008 * Subject: Review of Foundation Plans and Foundation Details, - Single Family Residence, 2902 Managua Place, Carlsbad, California. Reference': Soils Investigation by'Ketchum. Engineering, Inc., dated January. 19, 1988. , Gentlemen: This letter is to verify that we have reviewed the foundation plan and foundation details for the subject project and found them to be in 'general conformance with 'the recommendations presented in the referenced report. S - We 'appreciate this opportunity to be of 'professional service to you. If you have any questions, please 'do not hesitate to contact this office at your convenience. '. Respectfully submitted, ' ' •, ' ' " - KETCHUN ENGINEERING, INC. ' -- 10FES 10 N. Ir President cc 26267 rn ENK/ct Exp. 3/31/90 5) Submitted - ' KETCHUMNG NEERING, INC. - . - .. I S. P,.-. 4 4 S - S 4 ... 5_.S . . S•_ S 4 5' -' - 4 • r . . 5' 1 4SSS' 4, 4 5; , 4, '- 4 4 4 V SOIL INVESTIGATION FOR PROPOSED 4. ¶5J . . . r . - . -' . . 5 - -.' .'. . SINGLE FAMILY.RESIDENTIALPARCEL 2904 MANAGUA PLACE 4 '5 LA COSTA, CALIFORNIA - 5 . ' / -- •. .•- -- . . •-. :..' '' . s. -, - -4 . .., -. S.. - . . - - t 4_. . ' --S - I 'S • S . . -- - .5 • • 'S --S . .-- - -. ,.5 . - 5- 5• ' - I' - t 54' 5• .54 . - . .- .' . - 5 . .5 - • •5_• 4 , , S • .4 .5 5- .--. .4- - _4 - ._ 5, . . . . . 55 •5-S 4- S . , -5. .._ ' - S - S ,••, . * '-S': - S S - , -.- -5.,. . .5 5- •-'•- . . '.5 -i,-. ._.5_ - ('S .•' - _ .1 -. 5 . 5. S.- - 5__.S 5'__S . PREPARED FOR 4 - ......5 .. -- . Chang S Ryn 5731 Palmer Way, Unit 'C' Carlsbad, California 92008 4 5 S . __4 5 S',.• - • - - , S •4• - 5.- * - S - 'S .- •.45(, .5 S -. • s S - -, - I • .5-- . - S - 1 - - ',PREPARED BY 5-- -• , '-I' --- ,,: - KETCH!JMENGINEERING,.INC. - - S S '5 .- 7818 Quebrada Circle — .4' -S5 S •5 •5,41 .,... .-: , -_ --.5 _S•_5_ - S Carlsbad, California 92009 .;, S .5 •• 4 .4 -- - .. 5 ... - -S.' • 's, ' " . - - ¶ ça9 4.. KETCHUM ENGINEERING INC J 1 1988 anuary.. , . 7818I GIJEBRADA CIRCLE, CARLSBAD .• . (619)9.44-1836 CALIF.,92009 Chang S Ryn KE 881 5731Palmer Way, Unit 'C Report No.. 1 . Carlsbad, California 92008 Subject Soils Investigation for a Proposed Single Family Residential Parcel, 2904 Managua Place, La Costa, California Gentlemen: .• . • • • .. * * • • .1. We are pleased to present the results of our soils investiga- tions'for the subject project This study was performed in. accordance with your request and our 4proposal dated1 July 22, 1987. The results of our field investigation and laboratory tests, as well as our conclusions m and recommendations, are presented in the accompanying report • . • • •. • • We appreciate this opportunity to be of professional service If you haveany questions., you are weLáome'to contct this office at your convenience Respectfully submitted, KETCHUM ENGINEERING, INC. • • • * .• • • • • E . N.Ketchum, R.C.E. 26267 • • - * •t • • - * • * . • . • : • * President ENK/ct • • .. • • • * • . . . I • - • • cc (1) Submitted * (4) Roy Blackford • I .• - • • • . - *• * . . . - •,- . • . * - * -- .. .. • .•. -' • : : • ••. * • • . . * *- 1 -• • TABLE OF CONTENTS Page Introduction and Project Description 2 Purpose and Scope of Project 2 Field Investigation 4 Laboratory Testing• 4 Findings 6 Site Description 6 Subsurface Soil Conditions 7 'Groundwater- Seismic Survey and Rippability Cháracteris,tics 8 Conclusions . ' 13 ••' Recommendations 15 Site Preparation . " 15 S Cut and Fill Slopes 17 Foundations and Concrete Slabs-on-Grade 18 Pavement 'and Drainage . ', 20 Earth: Retaining Structures Limitations S ' 23 ATTACHMENTS Plate 1 Vicinity Map S Plate :2 ' Site Plan Plate 3 Unified Soil Classification Plates 4-8 Trench Logs S • •• • S Plates 9-11 Seismic Traverses S ;Plate 12 •., '.Maximum Density & 0'p timum Moisture Content S Plate 13 • Expansion Index Test Results S • S Plate 14 Oversized Rock Disposal Plate A: Recommendations for Filling on -Sloping Ground • APPENDIX Recommended Grading Specifications KE 881 Page 2 •'. SOIL-INVESTIGATION FOR PROPOSED SItGLE FAMILY RESIDENTIAL PARCEL 2904 MANAGUA PLACE - LA COSTA, CALIFORNIA- - - INTRODUCTION , This report pre,sents:the results of our soils investigation - S for the subject site. The 'vicinity map forthis prject,is presented on. Plate Number , 1.. 'Plate Number 2 shows the site configuration and-the locations of our subsurface explorations. To assist in the preparation of this report, we were provided with an unsigned, undated, preliminary-site-plan ths~t was pre- • -. - parTed by Roy Blackford, the project architect. - - - -. PROJECT DESCRIPTION This projectis located on the east side of -Managua Place just south of Bolero, La Costa, County of San Diego, California. •' - The legal descriptionof the site is Lot 15,' Tract 75-4, La Costa Estates North, Map 8302, City of Carlsbad.. S - • -Dvelopment of this site is, proposed toconsist of 'constructing a -two story,- wood frame and masonry, home with slab-on-grade construction; A pool and tennis court are alsO planned. , • PURPOSE AND SCOPE OF PROJECT The purpose of this iniestigation i5 to develop information - • regarding the, on-site soil conditions €o' determine their suit,- ability ,to receive the propOsed- development'. - ' • ' • • - - : -- KETCHUM' ENGINEERING INC. - ' V. KE 881 .: Page, 3 The scope of this study includes the following Explore the subsurface conditions to the depths influenced by theprQposedcbnstr1ction. .. V JV Evaluate, by laboratory tests, the pertinent engineering ,properties' of the various -strata , which will influence the devlopTnent,. including : their bearing capacities, expansive character-. istics and settlement potential. V V •. 'c) Definethe general geology at the site including V V p ssible geologic hazards which could have an V effect on-the site development. • V : d) Develop soilengineering criteria for site gradijkg • V V and provide .de sign information -regarding the stabil- ity of cut and fill slopes. V V e) Complete a seismic survey to determine the ripp- V V ability •charàcteristiás of thédense on-site V materials. V • • V • V V V V V f) Determine potential construction difficulties and provide recommendations concerning these problems g) Recommend an appropriate foundations system for the type of structures antVicipated.and dve1op 5011 VV V V V engineering design criteria for the recommended • • • foundation des.igr. V • V V : V V • V h) Prepare a report 'that presents our findins, con I • V V •: clus1ons and recommendations. V V V V • • • V ( V. V • V • • - V • V V V KETCHUM ENGINEERING 'INC. KE 881 Page 4 FIELD 'INVESTIGATION . . '. Our field investigation was conducted on January 6, 19889 and consisted of visual observations of the existing surface con- dition's 'and completion of five (5) subsurface excavations. these excavations were made by .means of a backhoe under the. observation of our. geological per'onnel. All soils encounter- ed were visually 'classified in accordance with Unified Soil Cla'ssifica:tion System that is presented. 'onPiate,NuTnber 3. The representattvesoil samples obtained were transported to the laboratory for, testing. Pléasê refer to Plates, 'Numbers 4, throtigh 8 for' the field logs.. The seismic survey for"this study was performed on January 1988 and 'included' the performance' of six shallow refi'action engineering seismograph traverses using a Nimbus Instrument Signal Enhancement Seismograph Model Es-125 The locations of the traverses are shown On the attached Plate Number 2. Results of the seismic traverses are included herein on Plates 9. through 11. A summary 'of, these traverses isp'esented on. ' Page ii.. ' • . ' • ' • ' , 'LABORATORY TESTING •,• , , ' .' . Laboratory testing on selected soil samples were completed in Oonformance with the general practices and procedures as recom- ' mended by the American Society foTësti'ng and Materials (A.S.T.M,.). :These'tests.are briefly àutlined "below: a.' Soil Sample Classification:: 'By visual examination, ' •, the sampled soil 'classifications made in the field. ..weie further evaluated in -.accordance with' the Unified ' '• - Soil Classification System.' The final classifications . are presented on' the exploratory logs.' ' • ' ' ,' - KETCHUM ENGINEERING INC. KE8B1 .;' Page 5 Field Moisture Content andDry Soil Density: The moisture content in percent of the soils dry weight and the dry unit weight in pound.s per, cubic foot were deternIned for selected soil amples. Please refer to the exploration logs for the results of these tests. Maximum Dry Density' and Optimum Moisture :.content: In accordance with the'A.S.T.M. Standard Test D-1557-7O,' Method A, the maximum dry density, (pounds per cubic foot), and the optimum moisture content, ('percent of the dry density), were established.on typical samples. Plate Number 12 presents the results of these tests. Direct Shear Test: Directshear tests were performed to determine the failure envelope based on yield shear strength.: The shear box was designed to accommodate a.sample having diameters of 2.375 inches or 2.50 inches and' a height of 1 .,0 inch. Samples were tested .at different vertical loads and 'at sattirated moisture content.. The shear stress was applied át'a constant rate of strain of approximately 0.05 inches per minute. The results, of these' tests are presented on attached ' Plate Number 12. Expansion Index: The expansion index was determined for selected soil samples in accordance with the Uni-, form Building Code Standard No. 29-2 to determine their , expansive potential. Please refer to Plate Number 1.3 for the results of these tests KETCUM ENGINEERING INC. V KE881 V V - Page.6 V VV V FINDINGS V V V V V SITE DESCRIPTION V V V V V The flag. shaped lot extends in a general easterly direction V with the drive off the east side of Managua Place and the de- ', V V veVVlQpable part of the lot' located behind an existing residence V and extending out to, and including the upper part of a canyOn V slope. The building lot 'his a gentle slope to the south while V V the eastern one third (approximately) of_ the lot slopes into ,V the canyon with inclinations as 'steep as 1 to .1 (horizontal to V V V vertical) Vat the lower southeast corner of the site.. Drainage V V appears to be sheet flow in a south-southeast direction with no well defined area where .the drainage concentrates. Topograph- ically, the high. point on ,,the- site is at the north central V property line at approximate elevation' 356 feet (plan datum) V and the low is at the southeast corner where the elevation is V V below 300 feet'. The existing ground . surfaces are in their V natural condition with the exception of the fill areas described V V V in the following paragraph. A low 'cut slope is present.' south and adjacent to the central part of the south property line,- that was constructed as Vpat of the grading. for the house pad V V tO the south. , V ' ' V V• ,"V V As indicated by our field investigation and site observations, minor grading has been conducted on the site, as indicated by , V the presence of fill along the south boundary.- This fillwas V V likely placed during grading of the' site to the south. i V V V appears that minor amounts of fill are 'present along the' north' , V V ' property line that were gene'iated during the placement of a V sewer line that. is preaent north of the north boundary, as V 'V indica,ted by manholes at', the northwest corner. of the lot "and ' V about two-thirds of the way east along the north boundary.. V : Piles of fill' soils are present southeast- of the northwest V V V corner of-the lot and east of"the southwest corner of the lot.'' V V KETCHUM ENGINEERING 'INC. KE881 " ' ., Page 7 .4 Several piles of construction debris are 'present north of the outh boundary and small piles are located in the. future drive- way. , SUBSURFACE SOIL CONDITIONS ' The materials observ'ed in the test pits indicate that fill, ,residual soil, and Santiago Peak Metavolcanic Rock in. varioUs stages of weathering are present on the property. These materials are described below. Fill. Previous'grading on the site' has generated fill 'materials that were observed in test trenches 4 and 5 to. cOnsist of 1 -foot of loose, humid, gray and gray brown silty sand, clayey sand and sandy clay. The piles, of' fill previously described were observed' to consist of brown and red brown clay sand' and sandy to silty clay - with angular rock. , Residual Soil. ' Present beneath the fill and 'at the surface o'ver'the remainder of the 'site ,are residual soils consisti'ngpf. topsoil and'residual clay. The topsoil was observed in the test trenches to vary from A,to lj feet thick and consists of porous, loose and soft,: humid, brown and red brown clayey.silt arid'silty clay. Under- lying the topsoil 'was. to 1k feet of residual clay con- ' sisting' of'firm to very stiff, moist to humid, olive , brown,, brown and -red brown silty.clay'. ' Santiago Peak Metavolcanics. Underlying the residual-soils ' is' rock that exhibits various degress of weathering. In general, the rock becomes less weathered with depth. The maximum depth of exploration in the' test trenche's was 4 ' ,feet and, in. all cases, the ,rock encountered was highly fractured and at least slightly weathered. The-angular rock is"within a matrix thatvaries from a silty sand to sandy clay and silty clay. KETCHUM ENGINEERING INC. KE881 . 0 Page 8 GROUNDWATER . Based on our investigation, wedo not believe that ashallow groundwatèr.table exists at the'site. No water table Was en- coun.tered in any of the. test trenches. We do not,. therefore, V anticipate any major grpundwaterV related problems, either during or after. construction. However, it should be recognized that minor groundwater seepageproblems may occur after deselopment of a site e-ven where none were present before development. These: are usually minor phenomena and: are often the result of an al- teration of the permeability characteristics of the soil, an V alteration in drainage patterns and an increase in irrigation V water. Based on the permeability characteristics of the soil and the anticipated usage of the development, it is our opinion V that minor seepage problems may occur at random locations. It. is further our opinion that these problems can be mosteffect- ively corrected on an individual basis, if and when, they develop. SEISMIC SURVEY .AND RIPPABILLITY CHARACTERISTICS The intent of the seismic refraction survey performed. at the site was specifically to facilitate the project planning by . determining the variations in seismic velocity of the underlying V materials and to determine a reasonable approximation of the •• . V depth from the surface to the boundaries between rippable, . V marginally rippable, and non-rippabie bedrock. 0 V Eight refraction seismograph traverses were extended using a Nimbus Instrument Signal Enhancement Seismograph Model ES-125. 0 The traverseswere located in areas where buildings or road cuts are antiáipated. The approximate location of each seismograph 0 traverse is shown on the enclosed site .Map, Plate 2. • V The seismograph's depth of investigation i's closely related to • the length of the seismic traverse. For a pa'ticular length of V traverse, e.g., 60 feet, 'using a ratio of 3:1..between length' . 0 KETCHUM ENGINEERING INC. 4' KE881 r Page 9 and depth, we conclude that this length of survey line will detect the boundaries between mat'erials of varying density and velocity to a depth of approximately 20 feet Rippability Charts S .. 'thie to the presence of rock-soil units, we are including three rippability charts which apply to the site conditions. Two 'of the charts have been developed by the Caterpillar Tractor Com- pany for use with the D-9 and D-8 Series D Ripper, respectively ("Handbook fRipping," Caterpillar Tractor Cbmpany, Fourth "I Edition, April, 1972) The third chart is a modification of charts by the Cáterpillai Company and. an article in. "Roads and Streets," September, 1967, which we feel approximately defines rippability.with the' D-9. using a convent.i'ona119 Single Shank . Ripper.' Rippability Characteristics of- Granitic- Rocks ' .. • • Rippable Condition ,(O-.4,500 Ft/Sec) ' • . •••. . This velocity range indicates rippable materials which may consist of topsoil and weathered or decomposed rocks which' may possess -random hardrock floaters'. :These' -. materials typically will break down ,into slightlr silty, .: well-graded sand Materials within the velocity range from 3,500 to 4,000 fps are rippabie with difficulty by báckhoés 'and other '-. • . light trenching equipment. ............. . . . ' Marginally Rippable Condition (4,500 - 5,500 Ft/Sec) This.ran-ge is rippable. with effort-by D-9 in only sli-ghtly weathered materials This velocity range may also include - . • numerous areas of very, dense rock with the possibility' of -. extensive areas of fractured material Excavations may I- - -' ' KETCHUM ENGINEERING . INC. KE881 Page, 10 produce material that will partially break down into a gravelly, coarse sand•containing a high percentage of cobble or boulder-sized materials." Less fractured or weathered materials may be found in this velocity range that wouIrequire lasting to facilitate removal. Materials within this velocity range are beyond the capability of backhoes and lighter trenching equipment Difficulty of excavation would also be realized by grad- !-all.s and other heavy trenching equipment. Nonrippable Condition (5,500 Ft/Sec and Greater) This velocity range includes nonrippabie material con- sisting of primarily fractured materials *at lower vel- ocities with lncreasing hardness at higher velocities. In its natural state, it is not desirable for building 4 •. - •.- pad subgrade.. Blasting wil most likely produce over-f - size material- requiring disposal. - • The upper limits of rippability have been based on Rippability Chart No 3 utilized for this report However, as noted in tthe two Caterpillàrcharts(Nos. 1 and2), the upper limits of, rippability may sometim es bb •increased. •• Chrt No. 1 ..D9G Cat- No. 9 Series DRipper Rippable 0 - 7,000 fps Marginally Rippable • -7,000 -. 8,000 fps - • Nonrippable 8,000 + fps ChártNo. 2 • D8H Cat - No.. 8 Series D Ripper • Rippable 0 - 5,800 fps Marginally Rippable 5,800 -6,800 fps - •- .Nonripab1e. - 69 860 + fps- - - • • • - KETCHUM ENGINEERING INC. KE881 ' Page 11 Chart No. 3* 'D9 'Cat - No. 9'Shingle Shank Ripper (Conventional) Rippable 0 --4'500 fps Marginally Rippable 4,500 - 5,500 fps Nonrippable 5,500 + fps *Thjs chart has been utilized for defining rippability char- acteristics of'thesübjec,t .:site for this, report. SeismicTraverse-Summary of Results. TABLE Seismic' Traverses:. ' ' Velocity (fps) . Depth,' Sl. ' , , ' 1300 0-6 " .' 4500' 6-18 6500.- 13, 3*0 . . 0-2 3300 2+ S4 .• ' ' ' '1200. '• . .' '073 2400 3-10 . .4700 . '.' 0+ S-2R . . ' '1900 ' 03' '' : '• ' ., ., •, .3800 3+ 1290 '. 0- '. 3500 . ., ...' 4+ . .' . :s--3R , 1280' , '0-4'•' . ' ' 2'900 ' 4-18 . '. . ' . , 6000 , . .18+ , Practical economical refusal n qur test excavations with, the backhoe used was encountered as foliows:' Trench No. . D.'th f.. . . 4.0. ... ' ' '. 2 , .' .3.5 ... • . . . , ' 3 . ' .4.0 . • 4 , ' • . . . • 3.5 : • ' • ' •:, -. • .,. '' .• '. .. .', • • .' ' KETCHUM •ENGINEERING' 'INC. ' . KE881 Page 12 Seismic Traverse Limitations ', •' The result's" of the seismic survey for this investigation re: flect rippability 'conditions 'only for the aieas of the traverses. However, the conditions of the various soil-rock units appear to be similar for the remainder of the site and may be assumed to possess similar characteristics. Our reporting is presently limited in that refractiOn seismic surveys ,do not allow for predicting a percentage of expectable oversize or hardrock floaters Subsurface variations in the degree of weathered rock to fraOtur,ed rock are not accurately. predicatable, but. have. been indicated where thöughtto possibly 'exist. . The seismic refraction method' requires that. materials become . increasingly'dens'with depth. ''Iii areas where denser, higher velocity materials are, underlain' 'by lower velocity materials, the lower velocity materials would not 'bb-. indicated by our survey. All of the velocities used as upper.lim.its from Rippability Chart No 3 are subject to fluctuation depending upon such 'local variations in rock conditions such as: ' " ' . . •• , a) Fractures, Faults and: Planes of Weakness of Any Kind ' • . b) Weathering and Degree of Decomposition' ' c) Brittleness and Crystalline Nature . • 0 ' ' d) Grain Size ' ' ' ' ' ' • ' ' • S Further, the range of rippability usiiig Cater pillar equipment may h, increased using the'. equi'pment listed in' ChartO' 1 and 2. • However, •it should be noted 'that ripping of 'higher velocity ' • ' • ateri&Js may become totally dependent on the time 'available • and the economics of the project. Ripping of higher, velocIty • 0 materials can be achieved but it may become. economically unfeasible. ' • • . . ' ' ,0 ' ,',, , . 0 • • KETCHUM' ENGINEERING INC. KE81 . '. . . Page 13. CONCLUSIONS Based on. the findings of this study, we conclude that, with respect to geotechnical aspects, the subject site is suitable for the proposed project provided the recommendations contained in thisreport are fully complied with..- The upper fills and topsoils are loose and not suitable to 'r:e- ceive structural loads. We,. therefore., recommend that they be removed and replaced as an engineered fill prior to the place- ment of any new fill or structural building loads. It is an-, ticipated that firm or medium dense soils should,bé encountered from about 6 'to 18 inches below existing grade. ' . .. The 'residual clays encountered between the topsoils. and the underlying metavolcanic rock are highly expansive. We recommend-* that"they be removed from within 3 feet below any structure,,.'' slabs-on-grade, or the tennis court and placed In fills at least 3' feet belo proposed finish grade. . . The' seismic traverses indicate 'that the underlying Santiago . Peak Metavolcanic rock formations are rippable to depths of about . 18 'feet.. It appears that the. proposed cuts to be made on the . 'uphill side of this lot may be made,.. Where rock is exposed at the' finish grade' for the home, tennis court, pool perimeter slabs, or driveway, we recommend that these areas be over- • excavated to depths of 3 feet for the house pad, two feet for .' the tennis court', pool perimeter and other slabs-on-grade,' and •' • one' foot. for the driveways. Select soils could then be im- ported,, placed and compacted 'to the proposed finish grade. The above described procedures' allows fornormal footing and iti1ity trench excavation. ' ., • • • • Should the depths of, the proposed utilities be such. that they . • will be constructed at depths of several feet into the dense • metavolcanic rock, we suggest that consideration be given to ' .• . ' ' , KETCHUM ENGINEERING INC. KE881 S Page 14 . remo'ving'these rockymaterials to depths of.12 inches below the bottom of the ropoèed utility and .replacing them with imported select soils. Again this proceduie will greatly facilitate utility trench excavation. Fills that are made5 with ,both rock and soil (called rock/soil . fills) should be constructed at a ratio of 60% rock to 40% soil and as designated on Plate No. 14. . . . It appears that with the fairly limited amount of near surface soils, thatthey may not be enough to effectively blend with the substantial amount of rockthat will be generated from the proposed'cuts. Some of this rock may have to be exported. . Further, tocomplete the proposed fills, it may be necessary . to import additional soil in order to properly ,blend with the on-site rock. • S . S S . . .. • In order' to construct the tennis cojirtin the presently proposed location, it appears that it will be süpportéd by cut materials and a fill near the'southeast corner. Due to thesteepness'of . the •undérlying slope, fill soils could. not completely support this court without substantial grading on theadjacent easterly property. Therefore, the southeast corner of the court most likely will have to be constructed over a raised. or cantilevered . • S structure supported by beams and columns. It should be realized • S that there is a pptental for some minor distress to this tennis court inasmuch as it will be supported by three different materials or methods. It would be far more economical to • • S locate the tennis court such that it is entirely supported by • • • S so1l . . S • . S • -. . S • . S ;S . • KETCHUM ENGINEERING INC. • ,. S S • KE881 Page 15 RECOMMENDATIONS . :• SITE PREPARATION .. " .. PRECONSTRUCTION CONFERENCE: We recommend that a preconstruction conference be held at. the site with the developer, civil engineer., contractor, and geotechnical engineer in attendance. Special soil handling and the grading plans can be discussed, at that time. SPECIFICATIONS: Werecominend that all earthwork be. done in accordance. with the".attac.hed Recommended Grading Specifications." .Ketchum Engineering, Inc., should observe the grading and test. compa'àted fills. •. •". . .. . , .' . All special site preparation recommendations presented in this repo'rt 'will supercede those in the standard Recommended Grading .Specifications. A11''embankinents, structural fill and fill should be compacted -to not less.than 90' percent of the maximum laboratory density. Utility, trench backfill within 5 feet of the 'proposed structures and beneath--asphalt pavements'should be' ôoinpacted.to not less than 90 percent of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.SI.T.M. TestMethod1557-70. DEMOLITIONS, 'CLEARING AND GRUBBING.: During site preparation, all,, debris 'and .d1eterious materials derived from demolition clearing ; and grubbing operations should be legally' disposed of off-site •, '. 'prior to grading. Any existing' utilities that will not be utilized .-should be removed and properly capped ,at the' property lines The removal of trees should' Include the removal Of their roots. The*.' - depressions' resulting from the above operation should be backfilled with soil that has been compacted to at least 90 relative compaction. • KETCHUM 'ENGINEERING INC. 'KE881 . , Page 16 -GENERAL: Beneath -all areas to receive fill,.structural loads, sidewalks, or pave'mentè, we recommend that the topsoils, and, fill be,removed to firm,naturalground and s.tockpilèd'for future use. It is anticipated that firm natural ground will be encountered from 0.5 to 1.5 feet below the existing surface. Firm natural ground is defined as soil that possesses an in- place density: equal to, orgreater than, 85% of its maximum di'y density. The bottom of the excavation should be. scarified toa depth of at least'6 'inches, watered. as required, and den-' sif,id to at least 90%. The stockpiled soils may then be re- placed and compacted to at least' 90% in. 6 to 8 inch lifts to • desired grade. The lateralextent of the above recmmenda'tin8 should include the area 10 feet beyond the building perimeter. TRANSITION AREAS: We 'recommend' that' the cut area beneath structures' be undercut' to a minimum d,epth of. 1 foot below the base of the deepest 'footing. This recommendation is submitted ' • in an attempt to reduce the potential distress that could.'ai'ise. from footings founded partially on cut and partially on fill.. MOISTURE CONTENT- OF FILL SOILS: All fill soils placed should have' moisture contents .of a.t least 27. over optimum 'moi8ture content. ' ' ' ' '. • AREAS TO BE PAVED: All areas to be paved should have the sub- grade soils 'densified to at least 90% relative compaction to a minimum depth.'of 12 inches., It is suggested that the upper 12 inches of subgrade soils be comprised of granular select, non-expansive materials IMPORT MATERIALS: Any fill material, to' be irnpo.rte'd on-site ' should consist of granular,' non-expansive s-oil that 'contains no organic or deleterious materials. Ittshoul,d have sufficient • , ' cohesion to hold a vertical or near vertical cut for', footing excavations.. "It should have at feast 85% of the material KETCHUM , ENGINEERING INC. KE881 Page 17 passing the Number 4 .ieve with n rocks or chunks larger than 11 inches. The impo±t fill should be approved by our office prior to on-site delivery. CUT AND FILL -SLOPES. Itisour opinion that cut and fill slopes constructed from the native on-site materials .will be stable with relation to - deep-seated failures if constructed at,or flatter than, the following recommended slope ratios expressed in the horizontal or vertical units for the indicated heights Cut Slopes to 20 Feet in Height 2:1 . Fill Slopes ..to. 25 -Feet in Height 2:1 Cut slopes to 15 Feet in Height,,1.5:1 . The above maximum heights were determined by using a factor of safety of It, is a1orecoinmënded that footings not -.be founded nearer than 8 feet measured horizontally , inward from the face of the slopes. The edge of the tennis court should be placed at least 5 feet back from the top of the slope. Slopes should be planted with erosion resisting plants and natural drainage should be directed away from the top of all slopes such that no water is allowed to flow over the top TEMPORARY SLOPE:STABILITY: The followlng.table presents recom- mendations- relative to temporary construction excavations These slopes should be relatively stable against deep-seated failures but may experience localized sloughing -- Slope Ratio Maximum Heightof Temporary', (Horizontal to Vertical) Excavation (Feet) 0.25 :1 -. 12. • . 0 Vertical 5 KETCHUM ENGINEERING INC :. KE881 - . .Page 181 S - . It should be the contractor's responsibility to provide safe S support for the excavation. No heavy equipmeht should be 43 allowed adjacent to the top of the temporary cuts - - . . FOUNDATIONS AND CONCRETE SLABS-ON-GRADE.: . ., • . . GENERAL-:-"We recommend' thstructure proposed for this project be supported by a continuous spread footing,founda,tion'system as recommended below The following 4 reconimendations are sub- mitted provided the soils within the upper 3 feet from finish grade have a low expansivd potential.'- All footings., for one and two story-- tricturès should. be founded a minimum of 12 and 18 inches respectively below adjacent finish gradei. Footings should havea minimum width of 12 inches I . - . •,•.. Both exterior and interior continuous footings should be reinforced with two No;4 bars positioned 3 inches above the bottomof the footings and two No 4 bars positioned 3.-inches-clear below-'-finish floo. Foot- • 1, - • . .. , . - • ings and slabs should be placed ,inonolithical1y • 3 . . 4 ,•, - . ' 3' i ' - I Interior-slabs' should be" not less than 31 inches in thickness, underlain by a-Z.'inch,blanket of clean' -- 3' • . - • concrete-sand or crushedrock,reinforced..-with 6"x6"-#lO/#lO welded wire mesh and completely surrounded with a continuous footing Number 3 ties should be placed at 32 inches on center from the slab to the footing - 4 . - K • 4 • -, .. • 4 - - . • - • • - - . - d) Exterior slabs should be a minimum of 31 inches3 in S thickness and should be reinforced with 61lx6"-#10/#lO welded wire mesh r KETCHUM ENGINEERING INC KE881 Page 19 I Surface drainage should be directed aw'a'y from the proposed foundation. Planters should be constructed so that water is not allowed to seep beneath founda- tions or slabs, Over-irrigtion of areas adjacent to foundations and slabs should be avoided Prior to placing steel or concrete, the foundation excavations should be Inspected by a representative of this ffice t insure that the above recommendations have been followed BEARING VALUE An allowable soil bearing value of 2000 pounds per square foot for spread footing foundations may, be used for design of the on-site structures This bearing value should be verified for all soil conditions under all building pads. In our opinion this value can be increased .'by one-third for loads that include wind or seismic forces TENNIS COURTS Because the tennis court will be supported by 3 different materials or methods, we submit the following recommendations The perimeter footings for the tennis court be founded a minimum of 18 inches below adjacent finish grade Footings should have 'a minimum width of 12 inches All footings should be reinforced with two No 4 bars positioned 3 inches aboVeL the bottom of the footings and two No 4 bars positioned 3 inches clear below finish slab r The court slab on grade should be at least 41 inches in thickness and underlain by 4" of clean concrete sand It should be reinforced with #4 bare @ 16" on center each way and located in the center of the slab Number 4 ties should be placed from the slab into the footing The slab' and footings should be + placed monolithically. KETCHUM ENGINEERING INC KE81, '. . ... " Page .20 SETTLEMENT CHARACTERISTICS.: The anticipated total and/or ' differential settlements for the proposedstructure,maybe con- sidered to be within tolerable limits provided the recommendations presented in this report are fo1loied. . ' . PAVEMENT ..The' following., recommendatiors are, submitVed, as preliminary... . . gui'd'elines for, pavement construction,. The subgrade 'soils to a. depth of at least 12, inches should be den'sified' to at least ' 90% Paved areas should be protected from moisture migrating under the pavement from adjacent'water,'sources such' as'planted" or grass areas. Saturation of the subbase soils could result in pavement 'failures.. '.Further,' all paving materials and methods of construction ' 'should cbnform'wi'th good grading practices'and with-the min- imum requiretients.of' the governing agency. , •.' . ' DRAINAGE We. recommend that positive measures be taken to properly, finish ' grade the pads once improvements and landscape are in place so that drainage waters are directed off the pads and away from possible foundations, floor slabs, and slope tops. No areas':_ of ponded water should be allowed to exist '' KETCHUM ENGINEERING INC. KE81. Page. 21 . EARTH RETAINING STRUCTURES : • GENERAL: .It is 'our understanding that .the small retaining structures that are proposed for' this project will be of mason- ry construction ULTIMATE ACTIVE PRESSURE:, The ultimate soil pressure for the, design of earth retaining structures with level backfills may be assümed to be 'equivalent to the pressure of a fluid .weighing 35 pounds per cubic foot for walls free to yield at 'the,top (unrestrained walls). For walls-restrained at the top, a fluid, pressure of'45p.c.f. maybe used. These pressures do not conl. siderny surcharge loading.. If any surcharge loadings are anticipated, this 'office should be contaáted for the necessary. increase in -soil pressure; All earth retaining structures-. -11 should hav& adequate weep holes or a subdrain system 'to prevent the bui'ldup of. hydrostatic pressure behind-the wall. ' - ULTIMATE PASSIVE PRESSURE: The passive pressure for preváilihg soil conditions may'be considerédto'be 350 pounds per square foot per foot of depth. This pressure may be increased one- ' third for seismic loading. The coefficien€'of friction for concrete to soil may be assumed to be 0.40' for the resistance to lateral rnoernent. When combining frictiohal and-passive ' resistance, the latter should be reduced' by •dne-third. ALLOWABLE SOIL BEARING PRESSURE: The foundation for the pro- ..posed retain'ing'structures should consist of spread footings founded in the firm native soils. or compacted fill. Firm natural ground' is defined as. soil having an in-situ density of at least 85% of its maximum dry density. Footings may be designed for an allowable 'bearing pressure of 2000 p.s.f. • FACTOR OF SAFETY:" The -above values,"withthe exception of the allowable soil bearing pressure,' do not include a factor of •' '' -- .KETCHUM ENGINEERING INC. LIMITATIONS The recommendations presented in 'this report are contingent upon our review of final plans and specifications. The soil engineer should review and verify the compliance. of the final grading plan with this report. It is recommended that Ketchum Engineering, Inc., be retained to provide continuous soil engineering services during the' earth' work operations. This is to observe compliance with' the design concepts, specifications or 'recommendations and to allow design changes in'the event that subsurfae conditioné differ from those anticipated prior to start of constructiàn. The recommendations and opinions expressed in this report reflect our best estimate of'the:project requirements based on an eval- uation of the subsurface soil conditions encountered at the'sub- surface exploration locations and the assumption that 'the soil conditions donot deviate appreciably from those encountered. It should be recognized that the'performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unex- plored areas,. Any'unusual conditions not covered in this report 'that may be encountered during site development should be brought to the attention of'the soil engineer so that he may make mod- ifications if necessary.... This office 'should be advised of any changes in the project scope or proposed site' grading so that it may be 'determined if-the recommendations contained'here'in are appropriate. This should be verified in writing' or modified by a written addendum. , The findings of this report are valid as of this date. Changes in. the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes KE'TCHUM ENGINEERING INC. in the state-of-the-art and/or government codes may occur. Due to such 'changes, 'the findings of this report may be invalidated 'wholly or' in part by changes beyond our control. Therefore, this report should' not, be relied upon after ,a period of two years without 'a review by us' verifying the suitability, the con- clusions, and recommendations. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession-currently practicing under similar, conditions and in the same 'locality. The client recognizes.that subsurface cn- ditions may vary.from those encountered at the locations where our borings, surveys, and explorations are made, and,that our data, interpretations and recommendations are based solely on the information obtained by us. We will be responsible for,-those data, interpretations and recommendations, but shall not beres- ponsible for the interpretations by others of the information, developed. 'D Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, expressed or implied, is made or intended in connection with the , work performed .or to be performed by us, or by our proposal for consulting or other services, or by, Our furnishing 'of oral or written reports' or findings. It is the responsibility of the owners, or their representative to ensure that the information and recommendations contained 'herein are. brought ,to the attention of, the engineer and arch- itect for the project and incorporated into the project's plans ,and specifications. It is further their responsibility 'to take the necessary measures to ensure that the contractor and his subcontractors carry out,such recommendations during construc- tion. ' Inspection s,ervices allow the testing of, only a very small per- ce'ntage"of'the fill placed at the site.' Contractural arrange- ments with' the grading contractor should contain the provision ri KETCHUM 'ENG INEERING' INC. I ; 'T-T' .I \ J L1 .. .- . \'II -' 0 % . 4 I - - - - c:y T S12 PA - 7_I 10 'I I I 10C N g - -L / '--" :j 0S000S P1 I . .- CAANtLO I / I - 0I00 4' I I / 19 24 C It .;If\ •' ... --_____ ----- - 'RANCH LN A mw-- - PC- dO 0 / ir \Y sit —raj - ' ji I 4v Ir 71 ft CS IS i.i- ' <1 * .21 ,) I - C I'4 4 : '__l . •- - r -: s.1: r ' S IT : ) I U ,, - .. • • to I CUISTA ' VICINITY MAP - BYEK.- JOB NO; 881 KETCHUM ENGINEERING INC.11h1fl DATE 1/20/88 7818 QUEBRADA CIRCLE, CARLSBADiIIIFF=.I - (6 19) 944 1836 9200 8, 1—p LATE NO I- c CYN M4 (\) \ \\\\ \C\ No Scale me co T-2 debris T-1 • T Fill . Seismic Traverse Location Backhoe Trench Location • • SITE !LAN BY: PWJ JOB NO: 881 KETCHUM ENGINEERING INC. EiT DATE: 1/20/88 7818 QUEBRADA CIRCLE, C.ARLSBADII (619) 9441836 92008 Li LpL ATE NO.2 — UNIFIED SOIL CLASSIFICATION MAJOR DIVISIONS GROUP TYPICAL NAMES SYMBOL GRAVELS CLEAN cw Well graded gravels. gravel-sand mixtures. little or no GRAVELS fines. GP Poorly graded gravels or gravel-sand mixtures. IiitIi or U) MORE THAN HALF (LESS tHAN - o 0 OF COARSE 5% FINES) f no ines. GRAVEL GM Silty giavels. gravel-sand-sill mixtures, non-plastic fines. ci FRACTION IS o LLJ u.Z o LARGER THAN WITH z LL 4 in NO. 4 SIEVE FINE GC Clayey gravels, gravel-sand-clay miitlures, plastic lines. Iw x SANDS CLEAN SW SANDS Well graded sands, gravelly sands, little or no fines. MORE THAN HALF (LESS THAN 5% FINES) SP Poorly graded sands or gravelly sands, little or no urn. o -a W 94W OF COARSE FRACTION IS SANDS SM Silty sands, sand-silt mislures, non-plastic fines. 0 - SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey unds, sand-clay mixtures. plastic fines. uj SILTS AND CLAYS ML lno,qav silts and very line sands, rock flour, silly of fine sands or clayey silts with slight piasticity. o ow in U) 4 LIQUID LIMIT IS CL lnoc clays of low to medium plasticity, gravelly sandy clays, silly clays, lean clays. o w LESS THAN SO% 01 Organic silts and organic silty clays of low plasticity. zo —J SILTS AND CLAYS MH korganic Slits, micaceous or diatomaceous fins sandy or Silty soils, elastic sills. CH Inorganic clays of high plasticity, fat clays. uj U) LiQUID LIMIT IS GREATER THAN OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. GRAIN SIZE U.S. STANDARD SERIES SIEVE I CLEAR SQUARE SIEVE OPENINGS 200 40 in '311 1.10 SILTS AND CLAYS SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE RELATIVE DENSITY SANDS.GRAVELS MC NON-PLASTIC SILTS BLOWS/FOOT VERY LOOSE 0 - 4 LOOSE 4 -10 MEDIUM DENSE 10 -30 DENSE 30 - 50 VERY DENSE OVER 50 CONSISTENCY CLAYS AND PLASTIC SILTS STRENGTH BLOWS/FOOT VERY SOFT 0 - 1/4 0 - 2 SOFT 1/4-lfi 2-4 FIRM t/ - l 4-8 STIFF 1 -2 8 '-16 VERY STIFF 2 - 4 16 -32 HARD OVER 4 0/ER 32 Water level at time of excavation or as indicated ' Undisturbed driven ring or chunk sample 0 Disturbed bulk sample BY: EK I JOB NO. 881 I KETCHUM ENGINEERING INC. OK DATE: 1/20/88 I 7818 QUEBRADA CIRCLE S CA PLATE NO. 3 (619)944•1836 92008 71 -71L TRENCHNUMBERT-1 - - • ELEVATION 345 - Z U , a. .• Q.o,4L fA I DESCRIPTION 0 •- __ . . CH TOPSOIL Brown to red Humid'Soft:-to .8 to fl MB brown silty clay to Firm 1 .5 TSF clayey silt CH RESIDUAL CLAuiive Humid, TFirm 1T5TSF ' 9 _y y _..........____ SANTIAGO PEAK . -_ CL METAVOLCANIC . Humid Very .. . . . . - CH/ Lt. brown and olive -, Dense • GW, brown siltyclay.with • • angular rock . • - . . - 4 - • . . . ,1 • - • . BOTTOM @4k' ' Year Refusal , . . , '• , . • . 5 - • . . . ••• * This layer varied in . . . • trench from 0 to 9" . . ... - 6 - • • in-thickness : . . , . . . • :* • - - 7 .. - • . , - .. .• 9 .. • • * - • - .'• . . • . . • - - . . • 10- - .. . . , : 11- • ..* • • .- . - - ,. • • - 13- • • .... . . - 14- ,. • .• , • . - '.1: ----• - ., . . . • . - • ,. . • . . J BY: DS •. JOB NO. 881 - K ETC HUM ENGINEERING INC. 7W DATE: 1-6-88 78.18 OUEBRADA . CIRCLE, CARLSBAD1lIIF (619)9441836. .9200811111 . PLATE N04 TRENCH NUMBERT-2' - 3 ELEVATION 337 4 U (6 IL 0 °z W 4 4. (6 . . . o a o . DESCRIPTION . 0"0. CII! TOPSOIL Brown to red Humid Stiff- 3 1.TSF MH brown.silty.clay toL Loose • clayey silty.(poious) CH I RESIDUAL CLAY Olive . moist tc Stiff- 2.9 to brown and brown silty Humid Very 3.9 TSP 2 - sand Stiff 112.0 13.0 GW 3ANTIAGO PEAK . Moist Very. - - METAVOLCANICS . Dense 3 - - Weather angular iock with. clayey sand, to . • : - 4\sand clamatrix • BOTTOM @3' . . . Near Refusal • 6 . . . . - .•• . - ., • - 9 . . ,. ..,, • a . - .10- . '• .. ., • 11- • • • .•• .... 12 - : 14 BY DS JOB NO 881 KETCHUM ENGINEERING INC. I!T DATE 1 -6-88 7818 OUEBRADA CIRCLE. CARLSBAD1III -- - .(619)9441836 ,.. . . 92008LLJIL... PLATE NO. 5. CL TRENCH NUMBER T-3 w - i -J U . . . It WU) — 30 zELEVATION 347 . U) I- . U)Q' U) . . . . .. • U) 0 U o. a' U DESCRIPTION 0— MH TOPSOILL Red brown clayey Damp Loose GP . . .1 SANTIAGO PEAK DAMP Very • . METAVOLCANICS . . Dense • . Angular rock with silty . . 2 . clay matrix max rock 8" . ... 3 - a . BOTTOM @4t Pi'actical • Refusal . . . a - . . 9- - . . • r 10- -. .. 11 . ,.... . ... 12 . -, ..• . ,. • . . — 13- • .. • a - BY DS JOB NO 881 KETCHUM ENGINEERING INCSII . DATE:1688 7818 QUEBRADA CIRCLE, cARLSBAD1II (619)9441836 • g2008LLjII PLATE NO. TRENCH NUMBER T-4 . s- wi F~Oxcz . • ., ELEVATION 329 . . La W . .; . . IL o -J z .! !! A IL ix . . .. . u. i U . : DESCRIPTION • fl SM , FILL Gray .silty to claye; Humid, Loose SC sand.to sandy clay • .. CL MH TOPSOIL Brown and. red Humid Loose to • CH' brown silty clay..-to ' Soft . 2 1y rsL i . .............-. ____ CH . .RESIDUAL CLAY Red brown Humid Firm to \ . i1ty clay . . if.. 3 - GW SANTIAGO PEAK •.. . . . . METAVO.LCANICS Moist Very - 4- - \ • Lt. brownangular rock Dense - with ,silty sand matrix . • S . — BOTTOM @3k' Practical . . . • . Refusal .. . • : • • S 7 - • . . ' . .' • • . - 8 • '. S. 5-: . . . - • :5 • . .'. 127 . .. S.. - • . S • 14-- - * S fty:DS ' JOB NO. 881 KETCHUM ENGINEERING ANC.Hj DATE: 1-6-88 7818 OUEBRADA CIRCLE, CARLS8'ADH1 '(619)944 -1836 .' 92008 LJIL.t PLATE NO. 7 - 0 .-- TRENCHNUMBERT-5 W I- 30- £ . w . ._' I- 30 j 3 ELEVATION 325: Z cc 4 .. Z. CL t4 _____________________ 2 ). zWa 0. 4ØØ W2o. 'o 0 . DESCRIPTION . . 0— SM FILL Gray and gray brown Humid Loose SCj silty, sand clayey sand , 1 • CL sandy clay MH Loose to TOPSOIL Brown to red Moi's't 2 CH brown silty clay to Soft 'clayey-silt (porous) CH Firm to RESIDUAL CLAY, Red brown Humid 3 - silty clay with minor Stiff - N - Qngular. rock GP' SANTIAGO PEAK , Moist ' Very METAVOLCANICS . Dense., / Lt. brown angular rock \_ with' andy clay matrix .5- BOTTOM ©3' Practical ....................' Refusal '6.' " .-. . .. ... - , 7 - - 8- 4 - '.9- .: .*. . -4- '10-'' 12'- ' ,. . . . . 1.3- * , . . ' • BY DS JOB NO 881 ri6100,44-1836 TCHUM 'ENGINEERING INCJ1fl DATE: 1-6-88 8 QUEBRADA CIRCLE, CARLSBAD 8 . 920.OBIUII '. PLATE NO. 10 12060 150 100 50 120 $040 90 60 30 60. 40. 20 • 302010 fJ PD CD TTITT +T..:j T TTTTt .i4j,+_4_11 T. I 4 _ _ _....:L. t .I :__I•, .- .-.-.---.t-•• - I .. . . ••• ... .. .. .. - : ..........-• - _...--..-- -- - I - -- .. . ..... •••• .•. .• - ....................•, ........ 7/ _ _ 39 : _-.10 .20 30 40. 50 60 . 70. SO -90 100 120 40 60 . 80- 100 120 140 160 160 .200 130 60 90 120 150 180 . 210 240 270. • 300 DISTANCE _____ . . - JOB Res . . . GEOLOGIST Darvil Streiff KETCHUM ENGINEERING INC.l11fl.,osN9. KE881 . ., ELEVATION_____________ 7618 OUEBRADA CIRCLE. CARLSBAD111 TRAVERSE NO S-i & S-i R - SURFICIAL MAT 'L. (6 1 9) 9 4 4 1 8 3 6 9 2 0 0 8 _______ TRAVERSE TYPE Nimbus ES-125 ROCK TYPE Metavolcanic - ii I 4 •1.. ..L.--T;iTr7 :1fT TTTTTT 1i': :_,2T:::.....i 1 -. - . 4 . . . . -1-- • I 44....__ --I -. • ;•••-4 - -----I...- ___ - .. -. __ . . - ......~.. _-4-_.. . . -. - - •• -- • ... - . -..• . . . . -. I - 4 . 4 . .. . L..._# * .._ . . .... - .L._ - -- - - •_' - - . . . 4 . - .4 :"t r-t--! ------- -I 1 -.•.-- --S. - - _,.:'_ - r -- -- • S.. S .-.-- ... - .4 . . S -- • ..• ,. . - .. ..• >< 3oo —77 S -. -• . . 906, NT 18012060 3020 10 PO CD 20 30 '20 40 60 30 . 60 90 DISTANCE ) KETCHUM ENGINEERING INC.011 7118 QUEBRADA CIRCLE. C A RLSB-AD (1 19) 944-1836 92008 120 8040 90 60 30 60 40 20 40 50 60 • 70 .80 90 100 80 100 120 140 160 130 :-200 120 150 • 180 210 240 270 300 08 RYU- Res • GEOLOGIST Daryll Streiff KE881 • ELEVATION S2 .& S-2R . Residual Soil TRAVERSE NO. ________________ SURFICIAL MAT 1. TRAVERSE TYPE Nibus ES-125 ROCK TYPE Santiago Peak Ntvc 11012060 15010050 120 $040 90 60 30 .604020 flTT:TI HTTTfT TTTf iH rrE +dL_ Ll . ., . . .., . . S I - -- • - • . .. . -. -... I.... . . . .. , -, 4 _.. •. 4 I _.. .. - - . ... - . . . I . I - I I . .-- 4 4 - . . •.. •.. _I . . . 1 . . - -- -.-. • -- It -- I - - I -r -- -- - - - 4.. -j . ..- .__•..•••4 1- -t--'---- - I I . . ..j . . . . • . .4 - . 4 . . . . . .. .-- I - ______ •$, . .::.. . . * • . . 4. * T. - --. - . - - * - .-.... I • - . - . - - -. 4. ...• ,. .4 - :.:: CQ II .. _ . . .•..,. . . . __- .._ • . .... .-• . .. - I 3500 __ 30 60 90 20 40 60 DISTANCE KETCHUM ENGINEERING INC. 7$18 QUEBRADA CIRCLE, CARLSBAD (619) 944-1836 192008 30 20 10 (b ) 120 'In 40 50 60 70 80 90 100 80 100 . 120 140 160 180 200 120 150 180 210 240 270 300 Res Daryll Streiff JOB_RYU . GEOLOGIST JOSNO KE881 . ELEVATION TRAVERSE NO S-3 & S-3R suRFIçIAL MAT'L. TRAVERSE TYPE ROCK ROCK TYPE Metavolcanic - -vl MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT ASTM: Sample Description Maximum Density (pcf) Optimum -Moisture (XI Ti @. 1 3/4 Red •Brown silty clay 120 13.5 ) DIRECT SHEAR TEST RESULTS Sample Description Angle of Internal Friction I I Cohesion Intercept psi I Ti @ 1 3/4 Remolded to 90% 28.5 100 EXPANSION TEST RESULTS Sample CONDITION INITIAL MC IX) INITIAL' DENSITY (pci) FINAL M.C. (XI NORMAL STRESS (psi) EXPANSION (XF BY: EK JOB NO. 881 KETCHUM ENGINEERING INC. Ipfl DATE: 1/20/88 7818 OUEBRADA CIRCLE. CARLSBAD1IIIFT (619)944 -1836 - 9200 LU1L PLATE NO. 1,2 E., E Sample Ti @ 1 3/4 CONDITION INITIAL M.C.t%) 7.1 INITIAL DENSITY IpcfI 105.6 FINAL MC 1%,) 23-7 NORMAL STRESS tpf) 144 EXPANSION 91 BY:EJç , JOB NO. 881 KETCHUM. ENGINEERING INc.fl:. 7818 QUEBRADA CIRCLE, CARLSBAD r i - (619)-94 4 1836 92008 PLATE NO 13 0 0 CD 1< CID rn m ooC)() — M E in (I) r)z 0-Z 0 (l) (0 C1) o z CD 0. I -. ZONE B V Uindrow fl OVERSIZE ROCK DISPOSAL (Structural Soil-Rock Flu) SECTICK Granular-Soil PA 7, flooded to FIB V V I 1 ' • Voids Around and Beneath V V Rocks. Excavate I I . V•'V' .....VV..VV...V...V...V.V.VVVVV..V..V.S.VVV..VVV.V.V.V...VVVVVVV. .VVVV.., -. or Trench for V V :::::::::: V - $ Windrows .1O'I4fl ... ZONE A. ?LANVjj. ' V.' • l * -1 min •_ . . _Q 1,; l9_J1. D • ZONE C • : • . . ZONE B 12' min .• P "I 4'm1n V V.. ' 3 '12' 1 ZONED n min LEGEND .ZONE As 'Conpacted soil fill. No rock fragments over 6. inches in greatest dimension. ZONE B: Rocks 2 to 4 feet in maximum dimension placed in windrows in compacted soil fill conforming to ZONE A. ZONE Ci Rocks 6 inches to 2 feet in maximum dimension uniformly diitributéd and well spaced V in compacted soil fill conforming to ZONE A. V V ZONE Ds Required for all existing.- slopes 6:1 and steeper, 90% minimum compaction. ZONE A, V B, or C material may be used for ZONE D. NOTES V 1. Compacted soil fill shall contain'at least 40 percent soil sizes passing 3/4-inch sieve, D 0 C- V (by w eight) , and be compacted in accordance with specifications for structural fill. >• 0 2. Zone Idisposal not permitted for slopes steeper' than 2. to 1. 3. Rocks over 4 feet in maximum dimension not permitted in fill. rn T z .4. Continuous inspection required by Soils Engineer during rock placement. o S. Rock fills containing less that 40 percent soil sizes passing 3/4-inch sieve ay he Z - • permitted in designated areas. Specific recommendations shall be made by the Soils o ' Engineer and be subject to approval by the City Engineer. V 0 00 4F 6. Within the public right of way and sassnents, Eon. A must extend 3 feet below the '..- co .ep.st utility or 1.0 feet minimum, whichever is greater. • V - 'Co - Co V - • V • ' V APPENDIX A .' RECOMMENDED GRADING SPECIFICATIONS General Intent : The intent ot' these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to.be filled and placing and-compacting fill soil to the lines and grades shown on, the accepted plans. The recommendations can- tamed in the preliminary soil investigation report are a part ' of the -recommended grading 'specifications and. shall supersede the provisions contained hereinafter in, the case of conflict. Inspection' and. Testing A qualified soil engineer shall be employed' to obsOrve and test, the earthwork, in accordance' with these specifications. It will be nece36ary that the-soil engineer, or his representative pro- vide adequate observations,so that he may provide a memorandum that the work was or was not accomplished as specified. ' Devia- tions from these specifications will be permitted only upon written authorization from the soil engineer. It shall be the ' responsibility of the' contractor to assist tbe soil engineer . , and, to keep him appraised of work schedules, changes and new ' informat,ioh., and data s.o that he may provide the memorandum to ' the owner and governmental agency, as requird. If in the opinion of'thesoil engineer, substandard conditions are encountered, such as questionable soil, poor moisture con- trol, inadequate compaction,' adverse weather', etc.','the con- tractor shall stop construction until the'conditións, are reme- died or corrected. 0 , , 0 ' ••,, Unless otherwise specified, fill material shall 'be compacted by the contractor while at a moisture' content near"the opt1mum KETCHUM , ENGINEERING INC. moisture content to a density that is not less than 90% of the maximum dry density determined in accordance with A.M.M. Test No D 1557-70, or other density test methods that will obtain equivalent results Clearing and Preparation of Areas to Receive Fill All trees, brush, grass, and other objectionable material shall be collected, piled, and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance free from unsightly debris. All vegetable matter and objectionable material shall be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils shall be removed or com- pacted to the depth determined by the soil engineer. The sur- face shall then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used When the slope of the natural ground receiving fill exceeds 20% (5 horizontal to 1 vertical), the original ground shall be stepped or benched as shown on the attached Plate A. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide and all other benches at least 6 feet wide Ground slopes flatter than 20% shall be benched when con- sidered necessary by the soil engineer. Fill Material Materials for compacted fill shall consist of any material im- ported or excavated from the cut areas that, in the opinion of the soil engineer, is suitable for use in constructing fills. The material shall containno rocks or, hard lumps greater than KETCHUM ENGINEERING INC 12: inches ,in size and shall contain at least 40% of material ' smaller, than 1/4 inch In 'size'. (Materials greater than 6 inches in size shall be placed by the contractor so tliat,th,ey are sin',- rounded by compacted fines; no nesting of rocks shall be per- mitted.) No material of'a perishable, spongy, or otherwise im- proper nature shall be used in filling. Material' placed within 36 Inches. of rough grade shall be select, material that contains norocks or,hard lumps greater than 6 inches In size and that swells less than 3% when compacted as ' hereinafter specified for compacted fill and soaked under an axial pressure of 150 psf. Potentially expansive soils may be used in fill's below a depth ,f 36 inches and shall' be, compacted at a moisture content greater , .• - than the optimum moisture content forthe material.' Placing Spreading and Compacting of Fill Approved material shall' be placed in areas prepared to receive fill in layers not to exceed six Inches ,in compacted thickness. ' Each layer shall have,,a uniform moisture content 'in the range that will allow the compaction effort to be efficiently applied , to achieve the specified degree of compaction to a minimum spec- ified density with adequately sized equipment, either specifi- cally designed for soil compaction o'r of' proven reliability'. 'Compaction shall be continuous over 'the entire area, and the ' equipment shall make, sufficient trips to insure that the desired density has been obtained throughout the entire' fill. ' • ' When the moisture càntentof the fill material 'Is below that specified by the soil engineer, the' fill material, shall' be aer- ated by the contractor by blading, mixing, or 'other,satisfac- i tory methods until'the moisture content Is as specified. KETCHUM" ENGINEERING INC.' ':' The surf ace, of fill sloped shall be compacted and there shall be no. excess loose soll,on t'he,slopes. Inspect'.ion : . . ': • Observation and compaction tests shall be made by the Boil en- gineer during the filling and compacting operations so that he can state his o.pinlo.that the fill was constructed in accord- ance with-the specifications,. The, soil engineer shall make field 'd'ensity tests, in accordance . with A.S.T.M. Test No. D -1556-70. '.Density tests shall'be made n the compacted materials below the surface where' the surface Js disturbed. When-'these tests indicate that the density.of.any layer of fill or portion thereof is,below the 'specified density,' the' particular, layer portion 'shall be reworked until the speci- fled density has been obtained. The,location and frequency of,,-the teats shall'be at' the' soil ' • engineer's discretion. In general, the densitytes'ts will be • ' made at an interval not exceeding two feet in vertical rise and/ . or 500 cubic yards of embankment. • • ' • , •" '..' "' • 1 Protection' of Work ' : . • ' . , •'. ' ' ' ' " : • •. , • During construction the contractor shall pr,operly'grade'ali ex- cavated surfaces' 'to provide positive drainage., 'and prevent pond-'', • ing of water. 'He shall ôontrol surface water' to avoid, ,damage' ,' • : to,'adjol.nlng'properties or to finished work' on the site. 'The • r ' contractor shall take remedial neasures to, prevent erosion of- freshly graded areas and until such time as permanent drainage and erosion control features have been intalled. KETCHUM ENGINEERING INC C4 SAN MARCOS. UjJ1PJEO SCH.. Co- IF 40 VAlE /q,J/JA NG CERTIFICATION OF COMPLIANCE FUND -_./ Y CITY OF CARLSBAD Plan Check No. LOCATION .cjLyp DEV OPMENT PROCESSING SERVICES DIVISION TRACT RECEIPT _zm p 215 LAS PALMAS CARLSBAD, CA 92009 - - (619) 438-1161 This form shall, be used fo determine the amount of school fees for aprojec and to verify that the project applicant has 'complied with 'the school fee requirements. No building permits for the projects shall be issued until the certification is signed by, the appropriate school district and returned to the City of'Carlsbad Building Departmeht. SCHOOL DISTRICT: Carlsbad Unified . San Marcos Unified 6350 Yarrow Drive Ste. A 270 West San Marcos Blvd. Carlsbad, CA 92009 (438-5710) San Marcos, CA 92069:.(744-4776), Encinitas Union Elementary San Dieguito Union High School 189 Union Street : 625 North Vulcan Encinitas, CA 92024 (944-4306) Encinitas, CA 92024 (753-6491) Project Applicant: .- PN:c?J.-_V7.'-or.. : Project Address: -ctr/j444,4 tP 44 C,. RESIDENTIAL: SQ. FT. ofliving.area Number of dwelling units SQ. FT. of covered area SQ. FT. ofgaràge area 7.e' ,COMMERCIAL/ INDUSTRIAL: SQ. FT. AREA Prepared By Date 'c.' FEE CERTIFICATION - (To be completed. bythe School District) - . pp1icatit has-complied with fee requirement under Government Code 53080 - Project is subject to an existing fee agreement ____ Project is exmpt from Governm'entCode 53080 . . Final .Map approval and construction started before September 1, 1986. (other school fees paid) Other .. .' - Residential Fee Levied: $735C. -'/ ' based on sq. ft.@ ./ f3 - Comm/Indus Fee'Levied: $____________ based on sq. ft.@ ' Schoo IDIstrict Official V Title Date . 'San Marcos Unified School District 926 and SB 201 fees are foot for-residential. AB 2926 is Capped at $.25 per square foot for commercial/industrial. LEUCADIA' COUNTY WATER DISTRICT APPLICATION FOR SEWER SERVICE 213 241-9269 Office Owner's Name VAHIK SARXISSIAN & EDWARD SARKISSIAN Phone No.213 472-6157 Home Mailing Address 16551 PARK LANE CIRCLE iAJ.JII ',,'rr' LOS ANGELES, CALIFORNIA 90049 Service AdcT're9sf" M c rs t\ !'I c Lc Tract Description: \...c*tIor+'swap= Assessor's Parcel No. 1ç_Lj94_O Type of Building No. Units Connection Fee $1,500.00 I.aterai Size: 4" 6" 9 ~811 addle - Easement Connection - Extra Footage: @ $ Extra Depth:. @ $ I Lateral Fee Amount Rec'd $t.co.- Prorated Sewer Ck. No/Cash F Service Fee Date t Rec'd By Total The application must be signed by the owner. (or his authorized representative) of the property to be served. The total charges must be paid to the District at the time the application is submitted. If 'a service lateral is required, it will be installed by the Leucadia County Water District. The service lateral is that part: of the sewer system that extends from the main collection line in the street (or easement) to the point in the street (at or near the applicant's property line) where the service lateral is connected to the applicant's building sewer. The applicant is responsible for 'the construction, at the applicant's expense, of.the sewer pipeline (building sewer)' front the appli- cant's plumbing to the, point in the street (or easement) where a. connection is made. to the service lateral. The connection of the applicant's building sewer to the service aishall be made by the applicant at his expense The connection must be madeln conformity with the District's specifications, rules and regulations, and IT,JIUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USEQBY;:THE'APPUCANT.'. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE, MUST NOTIFY THE DtS'TRICT AT THE. TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL OR COLLEC ; lION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT'- WILL BE CONSIDERED' INVALID AND WILL NOT BE ACKNOWLEDGED. ' The prorated sewer service fee is based upon the date the District estimates that service will begin and covers the balance of the fiscal year. There will be no additional fee or refund if service actually commences- on a different date. For succeeding fiscal years, the sewer service fee will be collected on the tax roll in the same manner as property taxes. ' The undersigned hereby agrees that the above information given is. correct and agrees to the conditions as stated. all Owner's Signature— , Date • , Account No. I. ff1 -------- --- 7 & -1bi - ----5--- - - -S.- - - .- -.--- .-. 1 •- ; -LLL1 .--' .- - *- FORM -i/ AECT S - su4 7cT 57-O/d-b . . lip .. /'. 1) c / I. - .• I.. FINAL PLANNING ENGINEERING UTIES WATER DISTRICI BUILDING