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2400 LA COSTA AVE; ; CB010013; Permit
02-26-2002 Job Address Permit Type ^Parcel No ^ Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CBoioois Building Inspection Request Line (760) 602-2725 2400 LA COSTA AV CBAD RESDNTL 2161600100 $408,621 00 Sub Type SFD Lot# 0 Construction Type NEW Reference # 1 Structure Type SFD 5 Bathrooms 4 5 ZOMORRODIAN RESIDENCE-4518 SF 728 SF GAR & 204 SF BALCONY Status Applied Entered By Plan Approved Issued Inspect Area Orig PC# Plan Check# 1779 Applicant ZOMORRODIAN KAZEM 1167AVENIDASOBRINA OCEANSIDE CA 9205792009 Owner ZOMORRODIAN KAZEM 1167AVENIDASOBRINA OCEANSIDE CA 9205792009 ISSUED 01/03/2001 MDP 11/06/2001 11/06/2001 PD 02/26/02 0002 01 02 846«48 Total Fees $26,489 47 Total Payments To Date $25,642 99 Balance Duel $846 48 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in. Leu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $1,49828 Meter Size $0 00 Add'l Reel Water Con Fee $973 88 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $40 86 PFF $000 PFF {CFD Fund)' $0 00 License Tax $310 00 License Tax (CFD Fund) $530 00 Traffic Impact Fee $0 00 Traffic Impact (CFD Fund) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL '' $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $2,400 00 Housing InLieu Fee D5/8 Master Drainage Fee $0 00 Sewer Fee $000 Additional Fees TOTAL PERMIT FEES $000 $80 00 $2,004 00 $000 $7,436 90 $6,864 83 $000 $000 $441 80 $498 20 $000 $245 00 $6000 $111 00 $000 $2,925 00 $972 $000 $6000 $26,489 47 Inspecto FINAL Date VAL-02.Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred lo as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with. Catisbad, Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which voiLhave nreviouslv been oiven a NOTICE similar to this, or as to which the statute ot limitations has previously otherwise expired. . PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 !PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK NO (D\ ~ EST VAL V73, 91 Q Plan Ck Deposit Validated By Date \ / ^ Address (include Bldg/Suite #)Business Name (at this address)ress n A- V,T /A -j A/V^O 'ij />n Description of Work # •*„ "CONTACTnPERSON (if diffnranffrom'applicant) Name Address" City Contractor SV D AgenHor'Contractor^ SJsOwnVr '" Q'Agent fofOwnerV/,,4 1 lit? State/Zip Telephone*Fax ,t- - Address City State/Zip Telephone # Name Address City State/Zip Telephone # (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [S500]t Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # _^^_____ _ 6* ^WORKERS- 'COMPENSATION;;;; ;';r;i ^iZL^y^v^JJW;^^1,!^ r,1 !h ('!l! ™: nt. *!ivrr i;:^;;/:/,,'^ <^;f , Tf^LYXA Jai,8»7< / ^ Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations fj 1 have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued (3 I have and will maintain woikers compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company _ Policy No _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q 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 WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees SIGNATURE _ _____ _-^^^?=p=-r^:;;-r~;i:— v, _ DATE /Zy7 !(//?_ p.<9 Q 17 sJoWNER-BUILDERlDEClARATION^f^:! ""^Ht L» !! ^"y^V .' E '»«' U l,? ' ^ <" , .iln , ' ' .U ,E TJLE .".VJ,1 iV«!' !• .VS"' M,' 'T!' I$J"M" Fjby affirm that I am exempt from the Contractor's License Law for the following reason I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale 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 of offered for sale If however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) TJjQ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project {Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) Q | am exempt under Section _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES [~lNO 2 I (have / have not! signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) _ . . . _ .. . _ ___________ _ _ ____ _ __ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) _ _ ! _ DATE \\[t(0( 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? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 Q YES d NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? fj YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8 JJ1 CONSTRUCTION BENDING AGENCY slM !/!,>' " l"\"'f C-V,'^,7,^1^1'I-"1* ^ &">'!!" <""|!"r'' •""'''"" ''Wfa "ty F\ !"U ''"' '"" ''•'V,, "*''*''"' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME . LENDER'S ADDRESS .».'« ^APPLICANT CERTIFICATION!-^;, mJI.Zv>*&& ,1 ?**" ' ' ' »t ,'^' * \'<«, M t ' \ .U^, ,lV, 0 T a..'-'^ H -- - - ',!»„ i '„ '^,^,A I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV 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 OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not 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 |? period of 180_^ays (Section 106 44 Uniform Building Code) ^~ DATEAPPLICANT'S SIGNATURE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Final Building Inspection Dept: Building Engineering^ Pianning CMWD St Lite Fire Plan Check #• Permit # Project Name Address Contact Person Sewer Dist . CB010013 ZOMORRODIAN RESIDENCE-4518 SF 728 SF GAR & 204 SF BALCONY 2400 LA COSTA AV KALICKI Phone 7604977330 LC Water Dist CA Date 08/13/2002 Lot Permit Type RESDNTL Sub Type SFD 0 inspected By Inspected By Inspected By Date Inspected Date Inspected Date Inspected Approved Approved . Approved Disapproved Disapproved Disapproved Comments Inspection List Permit# CB010013 Type RESDNTL SFD ZOMORRODIAN RESIDENCE-4518 SF 728 SF GAR & 204 SF BALCONY Date Inspection Item 08/14/2002 89 08/14/2002 89 08/13/2002 89 08/13/2002 89 05/20/2002 21 05/20/2002 23 05/13/2002 21 05/13/2002 23 05/10/2002 18 05/08/2002 17 05/08/2002 18 05/08/2002 23 05/02/2002 16 04/29/2002 84 04/23/2002 84 04/22/2002 34 04/12/2002 32 04/03/2002 13 04/02/2002 13 03/26/2002 13 03/26/2002 15 03/14/2002 15 01/17/2002 33 01/17/200239 01/07/2002 11 01/04/2002 11 01/03/2002 11 12/31/2001 11 12/26/2001 21 12/26/2001 24 12/24/2001 21 12/24/2001 24 Final Combo Final Combo Final Combo Final Combo Underground/Under Floor Gas/Test/Repairs Underground/Under Floor Gas/Test/Repairs Exterior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Gas/Test/Repairs Insulation Rough Combo Rough Combo Rough Electric Const Service/Agricultural Shear Panels/HD's Shear Panels/HD's Shear Panels/HD's Roof/ Re roof Roof/Reroof Service Change/Upgrade Final Electrical Ftg/Fo u ndation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Rough/Topout Underground/Under Floor Rough/Topout Inspector Act Comments PD - - PD PD PD PD PD PD PD PD PD PD PD PD PD RGB RGB RGB PD PD RB PD PD PD RGB PD PD PD PD PD PD AP Rl Rf CO SEE NOTICE ATTACHED we AP we NR NO TEST AP AP NR NR AP AP CO SEE NOTICE ATTACHED NR NR BRING PLANS TO DEPT FOR APPROVAL TO ADD 2 SUB PANELS AP NOTES ON CARD FOR PETE NR WINDOWS & DOOR JAMBS MISSING CO AP CO SEE NOTICE AP we AP CO NR CA RESET FOR WEDNES AP we CO we Thursday, August 15, 2002 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 08/14/2002 Permit# CB010013 Title ZOMORRODIAN RESIDENCE-4518 SF Description 728 SF GAR & 204 SF BALCONY Inspector Assignment PD Type RESDNTL Sub Type SFD Job Address 2400 LA COSTA AV Suite - Lot 0 Location APPLICANT ZOMORRODIAN KAZEM Owner ZOMORRODIAN MOHAMMAD K&FARNAZ M Remarks Phone 7605058188 Inspecto Total Time Requested By KOZUM Entered By CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Comments Associated PCRs/CVs PCR02018 ISSUED Inspection History Date 05/20/2002 05/20/2002 05/13/2002 05/13/2002 05/10/2002 05/08/2002 05/08/2002 05/08/2002 05/02/2002 04/29/2002 04/23/2002 04/22/2002 04/12/2002 04/03/2002 04/02/2002 03/26/2002 Description 21 Underground/Under Floor 23 Gas/Test/Repairs 21 Underground/Under Floor 23 Gas/Test/Repairs 18 Exterior Lath/Drywall 17 Interior Lath/DrywaH 18 Exterior Lath/Drywall 23 Gas/Test/Repairs 16 Insulation 84 Rough Combo 84 Rough Combo 34 Rough Electric 32 Const Service/Agricultural 13 Shear Panels/HD's 13 Shear Panels/HD's 13 Shear Panels/HD's Act we AP we NR AP AP NR NR AP AP CO NR NR AP NR CO Insp PD PD PD PD PD PD PD PD PD PD PD PD RC RC RC PD Comments NO TEST SEE NOTICE ATTACHED BRING PLANS TO DEPT FOR APPROVAL TO ADD 2 SUB PANELS NOTES ON CARD FOR PETE WINDOWS & DOOR JAMBS MISSING City of Carlsbad Bldg Inspection Request For 08/13/2002 Permit# CB010013 Title ZOMORRODIANRESIDENCE-4518SF Description 728 SF GAR & 204 SF BALCONY Inspector Assignment PD 2400 LA COSTA AV Lot 0 Type RESDNTL Sub Type SFD Job Address Suite Location APPLICANT ZOMORRODIAN KAZEM Owner ZOMORRODIAN MOHAMMAD K&FARNAZ M Remarks Phone 7604977330 Inspector Total Time Requested By KALICKI CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Entered By CHRISTINE Act Comments CO Associated PCRs/CVs PCR02018 ISSUED Inspection History Date Description Act Insp Comments 05/20/2002 21 Underground/Under Floor WC PD 05/20/2002 23 Gas/Test/Repairs AP PD 05/13/2002 21 Underground/Under Floor WC PD 05/13/2002 23 Gas/Test/Re pairs NR PD NO TEST 05/10/2002 18 Exterior Lath/Drywall AP PD 05/08/2002 17 Interior Lath/Drywall AP PD 05/08/2002 18 Exterior Lath/Drywall NR PD 05/08/2002 23 Gas/Test/Repairs NR PD 05/02/2002 16 Insulation AP PD 04/29/2002 84 Rough Combo AP PD 04/23/2002 84 Rough Combo CO PD SEE NOTICE ATTACHED 04/22/2002 34 Rough Electric NR PD 04/12/2002 32 Const Service/ Agricultural NR RC BRING PLANS TO DEPT FOR APPROVAL TO ADD 2 SUB PANELS 04/03/2002 13 Shear Panels/HD's AP RC NOTES ON CARD FOR PETE 04/02/2002 13 Shear Panels/HD's NR RC WINDOWS & DOOR JAMBS MISSING 03/26/2002 13 Shear Panels/HD's CO PD -rf-' CITY OP CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725 RE/NSPECTION FEE DUE? FOR FURTHER INFORMATION, CONTACT \0V/- " Z / < ^ YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 04/23/2002 PermiW CB010013 Title ZOMORRODIAN RESIDENCE-4518 SF Description 728 SF GAR & 204 SF BALCONY Inspector Assignment PD Type RESDNTL Sub Type SFD 2400 LA COSTA AV Phone 7605058188 Job Address Suite Lot Location APPLICANT ZOMORRODIAN KAZEM Owner Remarks 0 Inspect Total Time Requested By KOZUM Entered By CHRISTINE CD Description Fram^/Steel/Bo^tmg/Weldmg O Act Comments 60 Associated PCRs PCR02018 ISSUED Inspection History Date 04/12/2002 04/03/2002 04/02/2002 03/26/2002 03/26/2002 03/14/2002 01/17/2002 01/17/2002 01/07/2002 01/04/2002 01/03/2002 12/31/2001 12/26/2001 12/26/2001 12/24/2001 12/24/2001 Description 32 Const Service/Agricultural 13 Shear Panels/HD's 13 Shear Panels/HD's 13 Shear Panels/HD's 15Roof/Reroof 15 Roof/Reroof 33 Service Change/Upgrade 39 Final Electrical 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 11 Fig/Found ation/Piers 21 Underground/Under Floor 24 Rough/Topout 21 Underground/Under Floor 24 Rough/Topout Act NR AP NR CO AP CO AP we AP CO NR CA AP we CO we Insp RC RC RC PD PD RB PD PD PD RC PD PD PD PD PD PD Comments BRING PLANS TO DEPT FOR APPROVAL TO ADD 2 SUB PANELS NOTES ON CARD FOR PETE WINDOWS & DOOR JAMBS MISSING SEE NOTICE RESET FOR WEDNES CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE LOCATION, -PERMIT NC G] LA f 6-VW'T** //-pit < FOR INSPECTION CALL (760) 602-2725 REJNSPECTION FEE DUEZ FOR FARTHER INFORMATION, CONTACT / { O & . BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 03/14/2002 Permit# CB010013 Title ZOMORRODIAN RESIDENCE-4518 SF Description 728 SF GAR & 204 SF BALCONY Inspector Assignment PD Type RESDNTL Sub Type SFD Job Address 2400 LA COSTA AV Suite Lot 0 Location APPLICANT ZOMORRODIAN KAZEM Owner Remarks Phone 7605058188 Inspector Total Time CD Description 15 Roof/Reroof Requested By NA Entered By CHRISTINE Act Comments Associated PCRs PCR02018 ISSUED inspection History Date 01/17/2002 01/17/2002 01/07/2002 01/04/2002 01/03/2002 12/31/2001 12/26/2001 12/26/2001 12/24/2001 12/24/2001 Description 33 Service Change/Upgrade 39 Final Electrical 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 21 Underground/Under Floor 24 Rough/Topout 21 Underground/Under Floor 24 Rough/Topout Act AP we AP CO NR CA AP we CO we Insp PD PD PD RC PD PD PD PD PD PD Comments RESET FOR WEDNES NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE ? (**' <S - TIME LOCATION PERMIT NO 2^ ^f/jSj/Sy £**' &ftr&& st**' A FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? FOR FURTHER INEORMdSION, CONTACT YES INKJRMdSK PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 01/17/2002 Permit# CB010013 Title ZOMORRODIAN RESIDENCE-4475 SF Description 789 SF GAR & 204 SF BALCONY Inspector Assignment PD 2400 LA COSTA AV Lot 0 Type RESDNTL Sub Type SFD Job Address Suite Location APPLICANT ZOMORRODIAN KAZEM Owner Remarks ELECTRIC METER FOR HOUSE Phone 0000000000 Inspector Total Time Requested By NA Entered By KAREN CD Description 39 Final Electrical 35 < Act Comments Associated PCRs V PCR02018 PENDING Inspection History Date 01/07/2002 01/04/2002 01/03/2002 12/31/2001 12/26/2001 12/26/2001 12/24/2001 12/24/2001 Description 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 11 Ftg/ Foundation/Piers 21 Underground/Under Floor 24 Rough/Topout 21 Underground/Under Floor 24 Rough/Topout Act AP CO NR CA AP we CO we Insp PD RC PD PD PD PD PD PD Comments RESET FOR WEDNES City of Carlsbad Bldg Inspection Request For 01/07/2002 Permit# CB010Q13 Title ZOMORRODIAN RESIDENCE-4475 SF Description 789 SF GAR & 204 SF BALCONY Inspector Assignment PD 2400 LA COSTA AV Lot 0 Type RESDNTL Sub Type SFD Job Address Suite Location APPLICANT ZOMORRODIAN KAZEM Owner Remarks Phone 7605058188 Inspector Total Time CD Description 11 Ftg/Foundatfon/Piers Requested By CARL Entered By CHRISTINE Act Comments Associated PCRs Date 01/03/2002 12/31/2001 12/26/2001 12/26/2001 12/24/2001 12/24/2001 Inspection History Description Act Insp Comments 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 21 Underground/Under Floor 24 Rough/Topout 21 Underground/Under Floor 24 Rough/Topout NR PD CA PD RESET FOR WEDNES AP PD WC PD CO PD WC PD 'COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING & INSPECTION SERVICES * Post Office Box 302002, Escondido, CA 92030 (760)480-1116 FIELD DENSITY TESTS ASTM D2922 Job No / Of M*c*nne No Information To. Ofttv Hour* Mtfcf TESTXUMIER ICIEST No S HORIZON II I LOCATION i^lfcJl^. J VERTICIL ,IOCITION ' MOISTURE CM DCNSITT CPM AIR CAP CP«-70 RATIO Tb Pb NET DENSITY PCI WATER Kf L 4=4 per DENSITY a8 •ro/ * MOISTURE 9 "- "* *" — 'Ml! DENSITY --— K. *- , *, REQUIRED II Cr % COMPACTION ?#7 7/0A15 U 'ft le.y ' L I/ or C -4 *•»* APPROVED BY x-•"• •••—__.-'' SAN DIEGO AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT POR THE ROUGH INSPECTION ADDRESS 24 l°&PERMIT * OWNER PHONE CENSUS TRACT • CONTRACTOR PHOHE AREAINSQFT PANEL..A.IC VOLTS WIRE LOCATION CKT BXR SIZE WIRE SEE TYPE MI5C L.TG REC REC LTG MISC WIRE SIZE TYPE BKR SOB CRT LOCATION one.12 -I 8 \2 20 f?26 e-n Counter Top 20 12 (2 2.0 kitchen to 10 11 12 /a 12 U 12 12 2.0 14 15 20 16 -t- oat- ,&*. 3-8 17 I?(4 11 19 20 -f k/l w 21 W 7 ' '5*22 room 23 if 14 15'24 out Sid eZi2/rt$25 IS If-7 26 27 14 /4 21 P 4 ae$t 29 '7 5 30 F 3)14 6 [f 32 33 14 34 AAtSter -fU c/OiTet-35 15 7 T 36 37 ff f 7 5 38 39 f5 14 14 40 41 14 5"7 5 42 MAIN-AMP BKR/FUSE AMP MUD SERVICE ENTRANCE OR FEEDER CONDUCTORS A) SEE, NO B) TYPE QaJ QAL D)*' COMPUTED LOAD SM Calculation WortuhMt on tec*. BRANCH CIRCUITS REQUIRED A) UGHT1NG CIRCUfTS B) TWO SMALL APPLIANCE CIRCUITS q LAUNDRY CIRCUIT D) CENTRAL HEATING EQUIPMENT AMPS 422-7 SERVICE GROUND/BOND A) SEE NO U B) TYPE. O CLAMP LOCATORS) REMARKS. WATER PPE CBOUNOROD 2SO-81(C) 250-aO(«J. 01(t) 250 • 83(C) n I certify that an urmrwtniu hav« te«n torquad in •coontenc* wilh manutacbrar'i m»tnjct»n* and that lh* work shown on Bva circuit omnl rapr*Mnti ih* (ul •crtonl ot th* norti partomwd under ftu p*mL GFCI LOCATIONS 210-6. 680-70 Q3 BATHROOMfS) 0 KTTCHEN Q GARAGE (S) El HYDROMASSAGETUB 0 OUTDOORS D DOWNER CONTRACTOR. SIGNED DATE REFERENCE Str D*oo EtocffMl 215-5 84/29/2682 09'44 7684714965 PAGE 81 *' '•#- il*i >*, I tO'd 20-62 - ^PRJBFEIOIED San^biego, CaV -h'923.11 (858) r576:-9lXO Fax (858) :576-;7028 v ' TEST REPORT ZOMORRODIAN RESIDENCE 2400 LA COSTA AVENUE KAZEM ZOMORRODIAN KAZEM ZOMORRODIAN JOB NO 3099 JOB: ADDRESS: OWNER; CLIENT; ARCHITECT: INSPECTOR: DALE REGLI CONTRACTOR: PARADISE POOLS ENGINEER: DANIEL P. COLE BIiDG AUTO: CITY OF CARLSBAD PERMIT NO: CBOl-1812 PLAN FILE: FIELD SAMPIiE OF: CONCRETE LOCATION OF SPECIMEN IN JOB OR STRUCTURE: EAST WALL MIX NO: 68P PROPORTIONS: 8 SACK ADMIXTURE; TYPE OF CEMENT: CONCRETE SUPPLIER: ESCONDIDO READY MIX TICKET NO: 205030 MADE BY: SLUMP: DATE MADE: DATE RECEIVED DALE REGLI 6" 10/03/01 10/05/01 LAE AGE TESTED SPECIMEN MARKINGS: DATE TESTED: AREA-SQ.IN.: ULTIMATE LOAD - LBS: UNIT STRESS - PS I: SPECIFIED STRENGTH AT 28 DAYS: tORTATOR^ 10 DAYS 57031 10/10 28.28 99500 3520 r TEST DATA J 28 DAYS 57032 10/31 28.28 129000 4560 ^( - 28 DAYS H DAYS 57033 10/31 28.28 130000 ' 4600 4000 DISTRIBUTION; KAZEM ZOMORRODIAN V" - '"" CITY OF CARLSBAD - ASTM ,C39: -*' C172: C173: C143 : C231 C1231 ENGINEER 'PRBFERRED^OTNSTRUCTION INSPECTIONS, ~t INC. 4888 Ronson Court »G» Sari Diego, Ca* 92111 (838)^576-9110^ Pax (858) 576-7028 TEST REPORT ZOMORRODIAN RESIDENCE 2400 LA COSTA AVENUE KAZEM ZOMORRODIAN KAZEM ZOMORRODIAN JOB NO.: 3099 JOB: ADDRESS: OWNER: CLIENT: ARCHITECT: INSPECTOR: DALE REGLI CONTRACTOR: PARADISE POOLS ENGINEER: DANIEL P. COLE BLDG ATJTH: CITY OF CARLSBAD PERMIT NO: CBQ1-1812 PLAN FILE: PIEU) SAMPLE OF; CONCRETE IiOCATION OF SPECIMEN IN JOB OR STRUCTURE: TOP HALF SOUTH WALL MIX NO: 69P PROPORTIONS: 9 SACK ADMIXTURE: TYPE OF COTENT: CONCRETE SUPPLIER: ESCONDIDO READY MIX TICKET NO: 160357 MADE BY: SLUMP: DATE MADE: DATE RECEIVED; DALE REGLI 5" 10/03/01 10/05/01 LABORTATORY TEST DATA AGE TESTED 10 DAYS 28 DAYS 28 DAYS H DAYS SPECIMEN MARKINGS: DATE TESTED: AREA- SQ. IN.: ULTIMATE LQAJD - LBS: UNIT STRESS - PSI: SPECIFIED STRENGTH AT 28 DAYS: 57034 10/10 28.28 133000 4700 57035 10/31 28.28 180000 6360 ^ 57036 10/31 28.28 177000 *$( 6260 4000 DISTRIBUTION: KAZEM ZOMORRODIAN : <- " s CITY OF CARLSBAD METHODS - AS1M,C39:C173: ,C143: C231 C1231: ENGINEER PREFERRED CONSTRUCTION INSPECTIONS, INC. (858) 576-9110 4888 Ronson Court "G" -^ Fax (858) 576-7028 San Diego, Ca. 92111 *&2L INSPECTION REPORT JOB NO. : 3099 WORK PERFORMED: CONCRETE INSPECTION JOB ADDRESS: 2400 LA COSTA AVENUE PERMIT NO.: CBO11812 PLAN FILE NO.: JOB NAME: ZOMORRODIAN RESIDENCE ARCHITECT; DESCRIBE MATERIAL: ENGINEER: DANIEL P. COLE MIX #68P 4000 PSI GENERAL CONTRACTOR: OWNER/BUILDER CONTRACTOR: PARADISE POOLS * 9/11 Inspected the placement of concrete in west wall (51 high). Pumped 7.0 cubic yards of 4000 PSI concrete supplied by Superior (mix #68P) Work observed was in accordance with the approved plans and specifications. Arrived on jobsite at 11:30 AM, left at 2:00 PM. INSPECTOR: <~^)*ffif//^ /*OM PAYNE DATE: 9/11/01 CERT. NC/: 084166-81 PREFERRED CONSTRUCTION INSPECTIONS, INC 4888 Rbnson Court "Gn San Diego, Ca. 92111 (858) 576-9110 Fax (858) 576-7028 INSPECTION REPORT WORK PERFORMED: REBAR INSPECTION JOB NO.: 3099 JOB ADDRESS: 2400 LA COSTA AVENUE JOB NAME: ZOMORRODIAN RESIDENCE DESCRIBE MATERIAL: REBAR GR 60 PERMIT NO.: CB011812 PLAN FILE NO.; ARCHITECT: ENGINEER; ZANTEC ENGINEERING GENERAL CONTRACTOR: OWNER/BUILDER CONTRACTOR: 10/01 Inspected the reinforcing steel for restrained walls up to 10' in height for walls on south and east sides. Work observed was in accordance with the approved plans and specifications. Arrived on jobsite at 11:30 AM, left at 1:00 PM. INSPECTOR: &s& s' DALE REGLI DATE: 10/01/01 CERT. NO.: 0881560-88 PREFERRED CONSTRUCTION INSPECTIONS, INC. (858) 576-9110 4888 Ronson Court "G" ^ , Fax (858) 576-7028 San Diego, Ca, 92113, ^7 INSPECTION REPORT JOB NO.: 3099 WORK PERFORMED: CONCRETE INSPECTION JOB ADDRESS: 2400 LA COSTA AVENUE PERMIT NO.: CB011812 PLAN FILE NO.: JOB NftME: ZOMORRODIAN RESIDENCE ARCHITECT: DESCRIBE MATERIAL: ENGINEER: DANIEL COLE MIX #68P & 69P 4000 PSI REBAR GR 60 GENERAL CONTRACTOR: OWNER/BUILDER CONTRACTOR: PRESTIGE POOLS * 10/03 Inspected the pumping of concrete into insulated concrete forms to 2nd floor level on east and south walls. Reinforcing inspected prior date. Mix #69P placed in top 2/3 of south wall. Made two sets of three test cylinders. Total of 19 cubic yards of concrete was placed. Rebar for dowling to garage slab #5 at 12" with 30" tail per drawing. Work observed was in accordance with the approved plans and specifications. Arrived on jobsite at 1:45 PM, left at 5:30 PM. INSPECTOR: c -'f- DALE REGLI DATE: 10/03/01 CERT. NO.: 0881560 \ V3 &*>* V '' --' ''V , i PRBF^RRKD .CONSTRUCTION INSPECTIONS, INC 4888 Ronson 'Court "G" San Diego, Ca. 92111 (858) 576-9110 Fax (858) 576-7028 TEST REPORT ZOMORRODIAN RESIDENCE 2400 LA COSTA AVENUE KAZEM ZOMORRODIAN KAZEM ZOMORRODIAN JOB NO 3099 JOB: ADDRESS OWNER: CLIENT: ARCHITECT: INSPECTOR: TOM PAYNE CONTRACTOR: PARADISE POOLS ENGINEER: DANIEL P. COLE BLDG AUTO: CITY OP CARLSBAD PERMIT NO: CB01-1812 PLAN FILE: FIELD SAMPLE OF: CONCRETE LOCATION OF SPECIMEN IN JOB OR STRUCTURE: WEST WALL 1ST LIFT MIX NO: 68P PROPORTIONS: 8 SACK ADMIXTURE: TYPE OF CEMENT: CONCRETE SUPPLIER: ESCONDIDO READY MIX TICKET NO: 203552 MADE BY: SLUMP: DATE MADE: DATE RECEIVED: TOM PAYNE 4 1/2" 9/11/01 9/13/01 LA AGE TESTED SPECIMEN MARKINGS: DATE TESTED: AREA-SQ.1N. : ULTIMATE LOAD - LBS : UNIT STRESS - PSI : BORTATORY 1 10 DAYS 56734 9/18 28.28 114500 4050 •EST DATA 28 DAYS 56735 10/09 28.28 156000 5520^ J& 28 DAYS H DAYS 56736 10/09 28.28 158000 ' 5590 SPECIFIED STRENGTH AT 28 DAYS:4000 DISTRIBUTION: KAZEM ZOMORRODIAN CITY OF CARLSBAD TEST METHODS - AS1M C39: C173 ^r . , "C172: C143 C231 C138 C1231: ENGINEER EsGil Corporation In Partnership with Government for Building Safety DATE 08/13/01 a JURISDICTION Carlsbad ^-OTTLAN REVIEWER U FILE PLAN CHECK NO , CbOl-OO13 SET III PROJECT ADDRESS 2400 La Costa Project PROJECT NAME Zomorrodian SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building'codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Kal Tumalieh Enclosures Esgil Corporation D GA D MB D EJ D PC 08/06/01 tmsmtldot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 4- {858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE 07/10/01 a_AEEU£ANT JURIS^ JURISDICTION Carlsbad Q FILE PLAN CHECK NO CbOl-0013 . SET II PROJECT ADDRESS 2400 La Costa Project PROJECT NAME Zomorrodian SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to Kazem Zomorrodian 145 Vallecitos De Oro, #B, San Marcos, CA 92069 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Kazem Telephone# (760)471-1900, ext 205 Date contacted 7-io-oi (by JW) Fax# (760)471-4965 Mail-"" Telephone Fax^- In Person REMARKS The plans have undergone significant architectural and structural changes, please note the additional plan check fees. By Kal Tumalieh Enclosures Esgil Corporation . D GA D MB D EJ D PC LOG tmsmtldot 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 + (858)560-1468 4- Fax (858) 560-1576 Carlsbad CbOl-0013 07/10/O1 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO CbOl-0013 JURISDICTION Carlsbad PROJECT ADDRESS 2400 La Costa Project FLOOR AREA 4475 (Dwelling) STORIES One story and Basement Garage (789) Balcony (204) HEIGHT 35 FT (App per UBC) REMARKS DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION ESGIL CORPORATION LOG DATE INITIAL PLAN REVIEW PLAN REVIEWER Kal Tumalieh COMPLETED O7/10/O1 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans Carlsbad Cb01-O013 07/10/01 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 3 Specify the type of all windows on plans For example window type 7 at guest room 4 Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet In bathrooms and water closet compartments, 1/20 of area is required and minimum is 1 5 sq ft Section 1203 3 At guest room 5 Guardrails (Section 509 1) a) Shall have a height of 36" b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B c) Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6" 6 Provide details of winding stairway complying with Section 1003 3382 a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest b) Maximum rise is 8 inches 7 Specify on the plans the following information for the roof materials, per Section 10633 a) ICBO approval number, or equal Carlsbad CbOl-0013 07/10/01 8 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters) The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents) Show area required and area provided Section 1505 3 9 Note on the plans "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension " Section 15053 10 Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling Table 3-B, Section 302 4 At one car garage and two car garage 11 Show a self-closing door, either 1 -3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling Section 302 4 12 Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark UMC Section 303 1 3, UPC Section 510 1 • MECHANICAL (UNIFORM MECHANICAL CODE) 13 Specify on the plans the following information for the fireplace(s), per Section 10633 a) Manufacturer's name b) Model name/number c) ICBO approval number, or equal d) Show height of chimney above roof per I C B O approval or UBC Table 31-B • ELECTRICAL (NATIONAL ELECTRICAL CODE) 14 Service is over 200 amps, submit single line diagram, panel schedule and load calculations 15 Show on the plans a wall receptacle adjacent to each lavatory in the bathroom NEC Art 210-52(d) At guest bath Carlsbad CbOl-0013 07/10/01 • STRUCTURAL 16 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report " 17 Specify the thickness, nailing of roof Diaphragm 18 Sheets A-1 and A-20 are not found 19 Please verify the call out of all foundation details For example F-1, F-2, F-3, etc on sheet A-, and detail (2/A-20) is not found 20 Revise foundation note shown on sheet 15 Revise reinforcement per soil report recommendations 17 The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 18066 1 a) Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt 18 Show the size of all roof beam and headers on framing plans Please specify the size of roof beam RB-2, Rb-3 and beam at living room 19 Show or note fire stops at the following locations per Section 708 2 1 a) In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal, b) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings, c) In concealed spaces between stair stringers at the top and bottom of the , run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished, d) In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials e) At openings between attic spaces and chimney chases for factory-built chimneys 20 Detail all post-to-beam and post-to-footing connections and reference the detail to the plan Section 2314 Connection of beam RB-3 to post Carlsbad CbOl-0013 07/10/01 21 Provide support for floor beam FB-6 22 Show where did you include the lateral load from second floor shear walls when you design the first floor shear walls For example along grid line 11 23 Revise retaining walls design show on calculation page 20 Use 50-pcf active soil pressure for 2 1 slope 24 Revise the soil active pressure used in design of soil report with 10 ft height See Calculation page 32 25 Revise the vertical reinforcement shown on detail (F-9/16) per calculation 26 Walls below grade must be either waterproofed or damp-roofed according to section 1402 4 or appendix chapter 18 CITY OF CARLSBAD SPECIAL REQUIREMENTS: 1 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) • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans • Have changes been made to the plans not resulting from this correction list? Please indicate • Yes Q No Q The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kal Tumalieh at Esgil Corporation Thank you / Carlsbad CbOl-0013 07/1O/01 JURISDICTION Carlsbad VALUATION AND PLAN CHECK FEE PLAN CHECK NO • CbOl-0013 PREPARED BY Kal Tumalieh DATE O7/10/01 BUILDING ADDRESS 2400 La Costa Project BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION VN BUILDING PORTION Dwelling , Garage Balcony Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 4475 789 204 cb Valuation Multiplier 8200 2300 1200 By Ordinance Bldg Permit Fee by Ordinance ^ Reg Mod VALUE ($) 366,950 18,147 2,448 387,545 $1,62908 Plan Check Fee by Ordinance Type of Review l~l Repetitive Fee ^ Repeats Complete Review D Other D Hourly Structural Only Hour(s) Esgil Plan Review Fee $1,058.90 $847.12 Comments The new plan check review fee is due to the complete change of plans Sheet 1 of 1 macvalue doc EsGil Corporation ^Partnership with Government for Building Safety DATE 01/16/01 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO CbOl-0013 SET I PROJECT ADDRESS 2400 La Costa Project PROJECT NAME Zomorrodian SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to Kazem Zomorrodian 145 Vallecitos DE ORO, Suite B, San Marcos, CA 92069 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Kazem Zomorrodam Telephone # (760)471-1900 Y Date contacted /M/o( (by ^ ) Fax # (760)471-4965 Mail w"" Telephone "•" Fax_/ In Person REMARKS By Kal Tumalieh Enclosures Esgil Corporation D GA D MB D EJ D PC 01/05/01 trnsmtldot 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 & (858)560-1468 ^ Fax (858) 560-1576 Carlsbad Cb01-OO13 01/16/01 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO CbOl-0013 JURISDICTION Carlsbad PROJECT ADDRESS 2400 La Costa Project STORIES Two HEIGHT 38 Ft (App per UBC) REMARKS FLOOR AREA Dwelling (4209) Garage (704) DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED O1/16/01 DATE PLANS RECEIVED BY ESGIL CORPORATION 01/05/01 PLAN REVIEWER Kal Tumalieh FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99)i The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, piease note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CbOl-0013 01/16/01 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects {two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) 1 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below Section 10632 • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special inspection in accordance with Sec 1701 of the Uniform Building Code ITEM ' REQUIRED? ' REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • FIELD WELDING • STRUCTURAL MASONRY' 2 When special inspection is required, the architect or engineer of record shall , prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 3 Show locations of permanently wired smoke detectors with battery backup a) Inside each bedroom b) Centrally located in corridor or area giving access to sleeping rooms 4 Provide mechanical ventilation capable of providing five air changes per hour in bathrooms and water closet compartments if required openable windows are not provided Section 12033 Carlsbad CbOl-0013 01/16/01 5 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface 6 Guardrails (Section 509 1) a) Shall have a height of 36" b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B c) Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6" 7 Handrails (Section 1003 3 3 6) a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail c) Except for private stairways, at least one rail shall extend 12" beyond top and bottom risers d) Ends of handrails shall be returned or shall have rounded terminations or bends 8 The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction Section 1003 339 9 Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of"% inch per foot for drainage Section 1402 3 • MECHANICAL (UNIFORM MECHANICAL CODE) 10 Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30" Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening Section 1505 1 Carlsbad CbOl-0013 01/16/01 11 Specify on the plans the following information for the fireplace(s), per Section 10633 a) Manufacturer's name b) Model name/number c) ICBO approval number, or equal d) Show height of chimney above roof per ICBO approval or UBC Table 31-B e) Note on the plans that approved spark arresters shall be installed on all chimneys UBC, Section 3102 3 8 12 Provide dryer vent to outside The maximum length is 14 feet with two 90-degree elbows UMC, Section 504 3 2 o ELECTRICAL (NATIONAL ELECTRICAL CODE) 13 Provide electrical plans the following are only sample corrections additional corrections may follow 14 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 load calculations 15 Show on the plans that countertop receptacle outlets comply with NEC Art 210-52(c), which reads as follows In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle Counter top spaces separated by range tops, refngerators, or sinks shall be considered as separate counter top spaces 16 Show on the plans a wall receptacle adjacent to each lavatory in the bathroom NEC Art 210-52(d) 17 Show on the plan that ground-fault circuit-interrupter protection complies with NEC Art 210-8, which reads as follows All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors, kitchen counters and at wet bar sinks * PLUMBING (UNIFORM PLUMBING CODE) 18 Note on the plans that "Combustion air for fuel burning water heaters will be provided in accordance with UPC Section 507 and Table 5-1" Carlsbad CbOl-0013 01/16/01 19 In the garage, provide an adequate barrier to protect water heater from vehicle damage An 18" platform for the water heater does not satisfy this requirement UPC, Section 510 3 . STRUCTURAL 20 expand soil report soil report shall include recommendation for foundation depth, width , reinforcement, and retaining wall design 21 Expand soil report soil report shall include Investigation the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4 This does not apply to detached, single-story dwellings Section 1804 5 22 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report" 23 Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills Chapter 18 24 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 practical and shall provide cross ventilation on at least two approximately opposite sides Section 2306 7 Provide vitiation calculation show the required area and provided area 25 Project engineer of record to review and shop stamp manufacturer roof truss drawings 26 Manufacturer roof truss engineer to stamp and sign the roof truss layout plan 27 Note cross bridging or blocking Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held tnhne Sec 2306 7 28 Cross-reference all calculations to plans Please number all beams, to allow me to Correctly check structural calculations For example show where roof beams Rb-2,3,4,5 ,6 ,etc occur on framing plans 29 Specify the size of all floor beams on plans For example for FB-1,2,3, etc 30 Specify all header sizes for openings over 4' wide Section 2320 116 Carlsbad CbOl-0013 01/16/01 31 Specify the thickness, nailing of roof Diaphragm 32 • Specify the maximum allowable retaining wall height on details 8,9 &11 shown on sheet 6 28 If foundation cripple wall studs are less than 14" high, framing shall be solid blocking Section 2320 11 5 29 Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories Section 2320 115 30 None of the required shear walls are shown on plans Please show all required shear walls on plans the lateral design will be checked thoroughly next plan check additional corrections may follow 31 Please show in the calculations how the redundancy was determined, per Section 1630 1 1 CITY OF CARLSBAD SPECIAL REQUIREMENTS: 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) All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy) Nails for shear transfer connection (using A35's, etc) may not be driven parallel to the flanges of TJI's (i e , along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained Details or notes on the plans should make this clear Nails may be driven perpendicular to TJl flanges To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Carlsbad Cb01-OO13 01/16/01 • Have changes been made to the plans not resulting from this correction list? Please indicate o Yes Q - No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Ka! Tumalieh at Esgil Corporation Thank you Carlsbad CbOl-0013 01/16/01 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO CbOl-0013 PREPARED BY Kal Tumalieh DATE O1/16/01 BUILDING ADDRESS 2400 La Costa project BUILDING OCCUPANCY R-3/U-1 TYPE OF CONSTRUCTION VN BUILDING PORTION Dwelling Garage Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 4209 704 - cb Valuation Multiplier City Val By Ordinance Bldg Permit Fee by Ordinance "v Reg Mod VALUE ($} 378,870 , 378,870 $1,59758 Plan Check Fee by Ordinance Type of Review CD Repetitive Fee Repeats Complete Review D Other D Hourly Structural Only Hour(s) $1,03842 Esgil Plan Review Fee $830.74 Comments Sheet 1 of 1 macvalue doc BUILDING PLANCHECK CHECKLIST DATE BUILDING PLANCHECK NO PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this (Jate, including field modifications, must be reviewed by this office to insure continued conformance wrtn applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see^TFfeVattached report of deficiencies marked witfVOr Make necessary corrections to plans or specimjiiioijs for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date Date Date By. FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Gradmg Submittal Checklist Right-of-Way Permit Application Rjgnt-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT CONTACT PERSON Name JOANNE JUCHNIEWICZ City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2775 CFD INFORMATION Parcel Map No Lots Recordation Carisbad Tract A-4 H \WOFJD\DOCS\CHKLSTOulMing PlanetwcK Cklst Form (Gerwnc) doc n BUILDING PLANCHECK CHECKLIST SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines E Easements 2 Show on site plan F Right-of-Way Width & Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed irrigation service A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION H \WORCMDOCS\CHKLST\BuiWlnQ Planeheck Cklst Form (Generic) doc V BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No /fKa fU PPffav* /D fce^S. cJLo^Jb. L^t If D D D 4b All conditions are in compliance Date D n D DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner{s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax. Dedication completed by Date- IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows ^ Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements n the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the H \WORD\DOCS\CHKLST\Buiklino PlanChecK CKist Form (RIDDLE HARVEY 7 12 00) doc BUILDING PLANCHECK CHECKLIST H ST oND 3rd D D checklist must be submitted in person. Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $280 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notanzed and approved by the City prior to issuance of a Building permit Neighborhood Improvement Agreement will include the following Q 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date D U 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) Q 7b Grading Permit required A separate grading plan prepared by a registered Civil -^rxreJ^ Engineer must be submitted together with the completed application form W" A attached NOTE The Grading Permit must be issued and rough grading \ sjfif approval obtained prior to issuance of a Building PermitV D Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) H \WORO\DOCS\CHKLST\BuikJioa Planche* Cklsl Form (HiDOLE - HARVEY 7-12 00) Ooc BUILDING PLANCHECK CHECKLIST -| ST pND 3RD CH n D 7d No Grading Permit required [H CH d 7e If grading is not required, write "No Grading" on plot plan ;ELLANEOUS PERMITS D 13 lK\ V 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities Right-of-Way permit required for D 0/T D 9 INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first Q \7\ Q 11 QT Required fees are attached Q No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service H \WORD\DQCS\CHKLST\Bijlldlng Plancheck Chlsl Pomi (Generic) doc ST ND RD D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1. If the project is a newer* development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like. STA 1+00 Install 2" service and 1 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORCflDOCS\CHKLST\Bullding Planctw* Cklsl Form (Generic) doc ., BUILDING PLANCHECK CHECKLIST ^ .iST 2NlD 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future Q 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within-three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D M Ef//13 Additional Comments: 1*0 H \WORD\DOCS\CHKLS~n8ulUlng Plancheck Cfclst Form (Generic) doc n Address ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Bldg Permit No CS»O? Prepared by \\!V EDU CALCULATIONS List Types of Use StF$ Types of Use ADT CALCULATIONS' List Types of Use ^ f~V-^v Types of Use Date b/&/37 Checked by Date i- V-: types and square footages for all uses Sq Ft /Units EDU's ( Sq Ft /Units EDU's types and square footages for all uses Sq Ft /Units ADT's Sq Ft /Units ADT's / FEES REQUIRED WITHIN CFD D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) PARK AREA & #1 PARK-IN-LIEU FEE FEE/UNIT 0^2 TFTRAFFIC IMPACT FEE ADT's/UNITS X NO UNITS X FEE/ADT = $ = $^^&T3 BRIDGE AND THOROUGHFARE FEE ADT's/UNITS | Q-M FACILITIES MANAGEMENT FEE . ^ UNIT/SO FT / 'HJrVB SEWER FEEJ * EDU's BENEFIT AREA EDU's m 6 SEWER LATERAL {$2,500} &1 DRAINAGE FEES PLDA \) ^ ACRES .,2*7 (DIST X ZONE X X X X #1 *s^ DIST #2 FEE/ADT t5~^O fa FEE/SO FT /UNIT 3/D FEE/EDU FEE/EDU HIGH /LOW i/ FEE/AC 3b DIST #3 } = $ 33t = $ ^/< = $ / (r.. \f=$ sf^ / = § 9.7. D ^ ^ /rj 3 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Docs\Misforms\FaeCalculation Worksheet Iof2 Rev 7/14/00 £ - s**~ ENGINEERING DEPARTMENT £ ^ ' ^ TS*FEE CALCULATION WORKSHEET D 9 RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES* $ *NOTE This calculation sheet is NOT a complete list of all fees which may be due Dedications and Improvements may also be required with Building Permits 2 of 2 Word\Docs\Misforms\Fee Calculation Worksheet RSV 7/14/00 11/05/2001 17-16 FAX 760 438 4178// - - . . - MIT Ul- GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR- K/W Qf&h . DATEJ — -s.PROJECT ID PD Ol-Q^GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: L N/A = NOT APPLICABLE V = COMPLETE 0 * INCOMPLETE OR UNACCEPTABLE 1st / / /y V * s »h </ V 2nd. v/ / v/ ^u/ v/ A/^l/ V/ 1. Site access to requested lots adequate and togtealy grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare rfpubBc. 4. Letter of request for partial release submttted. 5. 8 Vi'XH" site plan (attachment) showing requested tots submitted 6. Compaction report from sofls engineer submitted. 7. EngiTOerofWofVcsrtiflcatkyiofworkdonearripadetevabora. 8. Geologic engineer's tetter tf unusual geologic or subsurface conditions exist 9. Project conditions of approval checked for conflicts. 10. Fire hydrants within 600 feet rfbuMtog combustibles and al weather roads access to sfte. Partial release of grading for the above stated lots te approved for (he purpose of fauBdlng permtt issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. O Partial release of the sHe Is denied for the fotawing reasons: ) 1-5"-&| Project Inspector'Date Construction Manager Date If 1JB RAJOrQ*>WpDATA\WSP£CT*ORMSVARTSTTE- FftM PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Ks^Plan Check No. CB O \ -OO \ "g? Address Lo. Co^tsx Aw Greg Fisher_Phone (760) 602-4629 1UQ Type of Project & Use: Zoning £\ -10. OQft General Plan Net Project Density '_ Facilities Management Zone DU/AC CFD <in/nntl # Circle One Date of participation:Remaining net dev acres (For non-residentiaf development- Type of fand used created by this permit } f\Legend: /\ Item Complete | | Item Incomplete - Needs your action / •^Environmental Review Required: YES NO TYPE• * , i X- . '^ , VDATE OF COMPLETION - ^\ ^ \ •» , i,« v «' t , \ v^•Compliance with conditions of approval7 If not, state conditions which require action of Approval Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. OTHER RELATED CASES Compliance with conditions or approval7 If notfvyfate conditions which require action Conditions of Approval\ v rr NO NO Coastal Zone Assessment/Compliance Project site, located .in Coastal Zone7 YESJ - \\j ,•«, .. ,s — CA Coastal Commission Authority? YES ^California Coastal Commission Authority; Contact them at - 3111 Cammo Del Rio North,<, 200, San Diego CA 92108-1725, (619) 521-8036 , (, Determine status (Coastal Permit Required or Exempt). ,' , Coastal Permit Determination Form already completed7 YES NO /_ 'X If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log #: v , \ Foliow-Up Actions: . - "V ^ -. ;* - « , ^ .- "•! 'n1) ^Stamp BjJilding Plans as'"Exempt" or""Coastal Permit Required" (at^mmimum' , Floor Pjlansjf ™" " ' " """ ' -- -^ ',* ' 2) Complete'Coastal Permit Determination Log as needed.11 ••', * f js H \ADMIN\COUNTER\BldgPlnchkRevChklst'/ .. Inclusionary Housing Fee required: YES V NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES ^D NO (A/p/Ds, Activity Maintenance, enter CB#, Toolbar, Screens, HoHousing Fees, Construct Housing Y/N, Enter Fee, UPDATE'} ,^> f*. . ^-'Site Plan: ,"• ,, 1. Provide a fully dimensional site plan drawn to scale Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. "3\\ei>i£X-rV, Uxj-n-c-r <£>coJL^ ^* *•* ' I k^_) ' •"- 2. Provide legal description of property and assessor's parcel number Zoning: 1. Setbacks. Front: Interior Side. Street Side Rear: Required Required $. Required — Required / 7. Shown Shown Shown Shown 8-5" Requj 24 Accessory structure setbacks: - Front Interior Side: ^ Street S\de:^^^ Required Rear: .^^ Required separation Required Shown Shown Shown Shown Shown 3. Lot Coverage: 4. Height: 5. Parking: Spaces Required Guest Spaces Required Additional Comments w^fwo e ^ \A\ piMtw* fga1 C^^ VP ^-^Ibfe OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Plan Check Comments CB010013 2400 La Costa Avenue Jjily3,2001 1 Side yard setback must be 10% of lot width Lot width show is 88 feet Please correct 2 The interior garage dimension must be a minimum of 20 feet square Please correct 3 The main level floor plan shows two kitchens This is not allowed Please correct LANTEC ENGINEERING CO. 5055 AVENIDA ENCINAS, SUITE 230, CARLSBAD, CA 92008 November 8, 2000 TO Planning Director City of Carlsbad From Kazem Zomorrodian Re Side Yard Reduction request for 2400 La Costa Ave Carlsbad CA, 92009, APN#216-160-01 Dear Sir We are requesting a side yard reduction to 5 feet along our westerly Boundary This request is consistent with the Municipal Code Section 2110 040 The lot is 87 feet at the 20' set back line thus the required set back is 8 7 feet without the special circumstances applied to this lot Due to the fact that the existing structure to the west is at least 15 feet from our property line We are keeping a 20 feet separation between the structures to the west and adding the extra 4 feet set back to the East Side We are providing the combined 18 feet required set back on both sides of the lot Your consideration of this matter is greatly appreciated Respectfully submitted azem Zomorrodian 5055 Avenida Enemas suite 230 Carlsbad Ca, 92008 Tel 760-931-1000 ext 205 PLANNING DEPARTMENT APPROVAL RECOMMENDEDBW C \data\DWD\DATA\PROJECTS\LACOSTAEXTENSION doc November 9, 2000 TO Michael FROM Paul RE: Side Yard Swap for 2400 La Costa Avenue Hello Michael, Please find attached a side yard swap request for a proposed new construction single family residence at 2400 La Costa Avenue I could not find any issues with the request and all requirements appear to have been met Thanks, Paul (ext 4625) EXIST. 12" ACWATERUNE AM ENGINEERS Consulting structural engineers 325 W 3rd Ave , Suite 2051 Escondido, CA 92025 Phone (760) 741 -73061 Fax (760) 738-8364 STRUCTURAL CALCULATIONS PROJECT NAME PROJECT NO CLIENT Zomorrodian Residence 20088 Mr Kazem Zomorrodian This signature is to be a wet signature not a copy APPROVED : DATE SIGNED DESIGNED BY DATE : A M November 2000 AM ENGINEERS 325 W 3rd'We Suite 205 Ucondido CA WU25 llionc (760) 741-7106 ! a\ (760) 71S-X364 November 22, 2000 DESIGN CRITERIA Seismic: Wind: Soils: Concrete: Reinforc.-; Lumber: Steel: Weld: (Roof Loading) Tile Wt Plywood Trusses Insulation Gyp Brd Slope Adj Misc 12 0 psf 1 5 psf 30 psf 05 psf 2 5 psf 1 Opsf 1 5 psf (Floor Loading) Plywood 2 3 psf Joists 3 0 psf insulation 0 5 psf Gyp Brd 2 5 psf Misc 1 7 psf 22osf >6psf Zone IV Exp "B" DL= i i ,.,t. V=0 244W P= 10 16 psf 0-15'high DL= LL= Exit LL= 10 psf 40 psf 100 psf Code: Brg= 1500 psf f'c=25QO psi for footings and slab Fy=60000 psi for #5 and grater Fy=40000 psi for #4 and smaller DF/L #1 for 2X rafters, 2x joists, beams and posts DF/L#2 for 2x studs 24F-V4 for simple span glue-laminated beams 24F-V8 for continuous glue-laminated beams ASTM A500, grade B for tubular sections ASTM A501, or ASTM A53, type E grade B for circular sections ASTM A36 for wide flange sechons and plates Welding should conform to AWS D1-1 All welding shall be done by electric arc process using approved rods and performed by certified welders All fabncatton and welding shall be performed m the shop of an approved fabricator The approved fabricator must submit a certificate of compliance in accordance with U B C section 1701 7 All field welding requires continuous special inspection and all shop welding requires periodic special inspection UBC 1997 edition A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB. 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Q) ra « ^5 _ in sS iQ. i_ <U ^ 5 *ai s " O _ w Q. *i- UJ -n ^* (—•£*£ J2 c E ra [o T.IS N in A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB. SHEET NO CALCULATED BY OF DATE frc- & ,v Alt /of /Uff tl A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB SHEET NO CALCULATED BY OF DATE A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB. SHEET NO CALCULATED BY r , OF DATE \,*J ROOF PLYWOOD B N E N1 SHTG PER PLAN' 35 PER SHEAR WALL SCHED TJI BLOC E N SHTG PER PLAN -I6d 2 8" 0/C -3/8" SOUNDPROOFING MATERIAL PLYWOOD -TJI PER PLAN 3/VPLY—^ B N TJI PER PLAN- e 6"o/c BLOCKING 16d e 6"0/C -E" S) AM ENGINEERS Consulting structural engineers 325 W 3rdAvf Sui|p?QGr FIscondido CA Phone (760) 741-7306 r Fnx (760) 735-8364 STRUCTURAL CALCULATIONS PROJECT NAME PROJECT NO CLIENT Zomorrodian Residence 20088 Mr Kazem Zomorrodian This signature is to be a we! signature not a copy APPROVED DATE SIGNED DESIGNED BY DATE A M November 2000 'o/3 AM ENGINEERS Phone(760) 741-7306 1 z\(760) 71^- 325 W Trd \\c Suite 205 L^conditio CA V2025 November 22, 2000 DESIGN CRITERIA Seismic: Wind; Soils: Concrete: Reinforc.: Lumber: Steel: Weld: Zone IV Exp "B" Brg =1500 psf f'c=2500 psi Fy=60000 psi Fy=40000 psi DF/L #1 DF/L #2 24F-V4 24F-V8 (Roof Loading) Tile Wt Plywood Trusses insulation Gyp Brd Sfope Ad] Misc 12 0 psf 1 5 psf 30 psf 05 psf 2 5 psf 1 Opsf 1 5 psf (Floor Loading) Plywood 2 3 psf Joists 3 0 psf insulation 0 5 psf Gyp Brd 2 5 psf Misc 1 7 psf 22j3 >Cppsf Exit LL= DL= LL= V-0 244W P= 10 16 psf 0-15'high for footings and slab for #5 and grater for #4 and smaller for 2X rafters, 2x joists, beams and posts for 2x studs for simple span glue-laminated beams for continuous glue-laminated beams 10 psf 40 psf 100 psf Code: ASTM A500, grade B for tubular sections ASTM A501, or ASTM A53, type E grade B for circular sections ASTM A36 for wide flange sections and plates Welding should conform to AWS D1-1 All welding shall be done by electric arc process using approved rods and performed by certified welders All fabncation and welding shall be performed in the shop of an approved fabricator The approved fabricator must submit a certificate of compliance in accordance with U B C section 1701 7 All field welding requires continuous special inspection and all shop welding requires periodic special inspection UBC 1997 edition A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB. SHEET NO CALCULATED BY OF__ DATE /*u / AM ENGINEERS Consulting Structural Engineers (760)741-7306 SHEET NO CALCULATED BY OF DATE / A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOO. SHEET NO CALCULATED 8Y OF DATE =£ V—// A M ENGINEERS Consulting Structural Engineers (760)741-7306 JQB SHEET NO 5"OF CALCULATED BY DATE FBd f 2.) 4 A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB, SHEET NO OF CALCULATED BY .DATE 1*7 / Us • LEVEL LONVER LEVEL AM ENGINEERS Consulting Structural Engineers (760)741-7306 JOD. SHEET NO _ CALCULATED BY OF DATE Ll'MT F/ r- - AM ENGINEERS Consulting Structural Engineers (760)741-7306 JOB SHEET NO \O CALCULATED BY ,OF DATE A V 12^,244 •#• Hsu/ 2; ,3! I-f2 7/5 A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOR SHECTNO CALCULATED BY OF DATE -3Z0^.7~3|/? 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SHEET NO CALCULATED BY OF /v Ait /^OT #0@0m @Toc @Heel Designer selecl aJI honz reinf See Appendix A M Engineers Title Dsgnr Description Job# Date Scope Via KW-0603113 Veri 1 3 33-Ju (c) 1913-99 Cantilevered Retaining Wall Design Page 4- Description Criteria Retained Height Walt height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem ,_™™™™_J 550ft 050ft 000 1 = 000 in = 1 1 0 00 pcf = 0 0 psf Design Summary 1 Total Bearing Load = 1 ,958 Ibs resultant ecc = 696 in Soil Pressure @ Toe = 1 ,249 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1 .800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,351 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7 0 psi OK Footing Shear @ Heel = 4 0 psi OK Allowable = 93 1 psi Wall Stability Ratios Overturning = 1 84 OK Skdmg = 1 51 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,005 1 Ibs less 1 00% Passive Force = - 1 ,001 0 ibs less 100% Fnction Force = - 587 3 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design R Factored Pressure = Mu' Upward = Mu' Downward = Mu Design Actual 1 -Way Shear = Allow! -Way Shear Toe Reinforcing = Heel Reinforcing = Key Reinforcing esults | Toe Heel 1 ,351 0 p 2,602 0 fl 797 248 fl 1 ,805 248 ft 696 404 p 93 1 1 93 1 1 p None Spec'd None Spec'd None Spec'd Soil Data g | Footing Strengths & Dimensions | ncQCflgfttkNmiwiracwKi^^ HsrawNHuraranwurara^^ Allow Soil Bearing = 1,8000 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Mm As % =0 0012 Heel Active Pressure = 43 0 Joe W|dlh = 2 ^ ft Toe Active Pressure = 43 0 Hee| W|d(h = 1 25 Passive Pressure = 300 0 Tota| Foo[ Wjdtn B 3-35- Water height over heel = 0 0 ft Footing Thickness = 1 8 00 inFooting||Soil Fnction = 0 300 P ,„ w. Key Width = 12 00 inSoil height to ignore KevDeoth = 1300,nfor passive pressure = 0 00 in *ey Jf?" , T 1 J °? 'n Key Distance from Toe = 1 75 ft Cover @ Top = 3 00 in @ Btm - 3 00 in Stem Construction I Design height ft = Wall Matenal Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at fb/FB + fa/Fa Total Force @ Section Ibs - Moment Actual fWf = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht in = Wall Weight psf = Rebar Depth 'd' in = Top Stem 2nd Slem OK Stem OK 000 000 Masonry Masonry 800 1200 #5 #5 1600 1600 Edge Edge 0 847 0 465 6504 6504 1,1924 1,1924 1 .407 1 2,563 0 11 6 66 258 194 3000 3000 3000 600 780 1240 5 25 9 00 fm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = Yes Yes Special Inspection = No No Modular Ratio 'n' = 2578 2578 Short Term Factor = 1 330 1 000 isf Equiv Solid Thick in = 7 60 1 1 62 •# Masonry Block Type = Medium Weight -# f C pSI = si Fy PS" = 151 Other Acceptable Size* & Spacuigs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key Not req'd, Mu < S " Fr A M Engineers REV 310300 Uttr KW-OtOlin VerS ! 1 23Jua 1999 Wiall(c) 19D-99 EKEKCALC Title Dsgnr Description Scope Date Cantilevered Retaining Wall Design Page < I Descnption 5-$x ] Suninia^yjDfjp^ejrft^^ B OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 1 ,053 5 Toe Active Pressure = -48 4 Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = SeismicLoad = 2 33 2,458 2 0 50 -24 2 Total = 1,0051 OTM = 2,4340 Resisting/Overturning Ratio = 1 84 Vertical Loads used for Soil Pressure = 1 ,957 6 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions ... Footing Weight _ Key Weight Vert Component Total = RESISTING . Force Distance Moment Ibs ft ft-# 151 3 4680 201 7 731 2 1625 2429 1 ,957 6 313 4727 000 2 33 1 ,092 0 2 83 571 4 163 1,1883 2 25 365 6 3 25 789 5 Ibs R.M= 4,4795 2Z 8 OOOOBin Mas w/ #5 @ 16 in o/c Solid Grout, Designer select all honz reinf See Appendix A A M Engineers Title Dsgnr Description Date Scope 310300-KW-06C3113 Vtr3 ] 3 11 Ju(e) 1913-99 RNKKCAIC Cantilevered Retaining Wall Design Page Description y Criteria | Retained Height = 650ft Wall height above soil = 0 50 ft Slope Behind Wall = 200 1 Height of Soil over Toe = 0 00 in Soil Density - 11000pcf Wind on Stem = 0 0 psf Desicin Summary II Total Beanng Load = 2.774 Ibs resultant ecc = 4 89 in Soil Pressure ©Toe = 1 ,223 psf OK Soil Pressure @ Heel = 257 psf OK Allowable = 1 .80° psf Soil Pressure Less Than Allowable ACI Factored ©Toe = 1 ,172 psf ACI Factored @ Heel = 246 psf Footing Shear ©Toe = 7 9 psi OK Footing Shear @ Heel = 8 8 psi OK Allowable = 93 1 psi Wall Stability Ratios Overturning = 207 OK Sliding = 1 59 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1 ,371 0 Ibs less 100% Passive Force = - 1,4260 Ibs less 100% Fnction Force = - 632 3 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Desian Results J Toe Heel Factored Pressure = 1 172 246 ps Mu' Upward = 3,576 0 ft-i Mu' Downward = 1191 467 fW Mu Design - 2,385 467ft-* Actual 1 -Way Shear = 7 88 8 84 ps Allow 1 -Way Shear = 93 1 1 93 1 1 ps Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Soil Data | Allow Soil Beanng = 1 ,800 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 43 0 Toe Active Pressure = 43 0 Water height over heel = 0 0 ft Footing||Soil Fnction = 0 300 Soil height to ignore for passive pressure = 0 00 in Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Mm As% = 00012 Toe Width = 2 50 ft Heel Width = 1 25 Total Footing Width = 3 /b Footing Thickness = 1 8 00 in Key Width = 1200m Key Depth = 1900m Key Distance from Toe = 200ft Cover @ Top = 3 00 in @ Btm = 3 00 in Stem Construction | Top stem 2nd HK«««WBtHHHH«BK«m3K^^ Stem OK Stem OK Design height ft = 2 00 0 00 Wall Material Above "Hf = Masonry Masonry Thickness = 800 1200 Rebar Size = #5 #5 Rebar Spacing = 1600 1600 Rebar Placed at = Edge Edge fb/FB+- fa/Fa = 0464 0768 Total Force @ Section Ibs = 435 4 908 4 Moment Actual ft-# = 653 1 1 ,968 1 Moment Allowable ft-# = 1 ,407 1 2,563 0 Shear Actual psi = 78 92 Shear Allowable psi= 258 194 Bar Develop ABOVE Ht in = 30 00 30 00 Bar Lap/Hook BELOW Ht in = 30 00 6 00 Wall Weight psf= 780 1240 Rebar Depth 'd' in = 5,25 9 00 fm psi = 1 ,E Fs psi = 24,( Solid Grouting = 1 Special Inspection Short Term Factor = 1 ; Equiv Solid Thick in = 7 * Masonry Block Type = Medium Weight t fc psi = Fy psi = Other Acceptable Sizes & Sptcrags Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key Not req'd, Mu < S * Fr KM 1,500 XX) 24,000 fes Yes No No 78 25 78 J30 1 000 60 11 62 A M Engineers Title Osgnr: Description job Date Scope STfS^n^913 "*•"" WW! Cantilevered Retaining Wall Design -2c\ Page i | Description £ ^ x SummaryofOverti^ 1 OVERTURNINGForce Distance Moment Item Ibs ft ft-# Hee! Active Pressure = 1,4193 271 38440 Toe Active Pressure = -48 4 0 50 -24 2 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Load = Total = 1,3710 OTM = 3,8198 Resisting/Overturning Ratio = 2 07 Vertical Loads used for Soil Pressure = 2,774 4 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Ibs ft Soil Over Heel = Sloped Soil Over Hee! = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem - Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight Key Weight ~ Vert Component Total = 1788 1 7 6380 1650 8437 2375 7097 2,7744 363 367 000 290 333 1 88 250 375 Ibs RM=> Momentrt-# 6480 63 1,8490 5500 1 ,582 0 5937 2.6612 7,8902 7.5 12-^MK/ Solid Groul Spclnsp Designer sclstt all honr retnf See Appendix A A M Engineers Title Dsgnr Description Job * Date Rev 510JOO (01913-wKMOtCALC Cantilevered Retaining Wall Design -2L Page f I Description Retamed Height = 750ft Wall height above soil = 0 50 ft Slope Behind Wall = 200 1 Height of Soil over Toe = 000 in Soil Density = 11000pcf Wind on Stem = 0 0 psf Total Bearing Load resultant ecc Soil Pressure Soil Pressure Allowable Toe Heel 3284 IDS 761 in 1,764 psf OK Opsf OK 1.800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,665 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10 4 psi OK Footing Shear @ Heel = 10 9 psi OK Allowable = 931 psi Wai! Stability Ratios Overturning = 1 75 OK Sliding = 1 84 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = for 1 5 1 Stability 1,712 5 Ibs 2,247 9 IDS 985 2 Ibs 0 0 IDS OK 0 0 Ibs OK Allow Soil Beanng = 1,800 Opsf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing | ] Soil Friction Soil height to ignore for passive pressure Surcharge Over Heel 430 430 3000oon 0300 000 in 00 psf fc = 3,000 psi Fy = Mm As% Toe Width = Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = Covei @ Top = 3 00 in Surcharge Over Toe 60,000 psi 00012 250ft 1 25 375 18 00 in 12 00 in 2300m 250ft @ Btm = 3 00 in 50 Opsf Used To Resist Sliding & Overturning [ Stem Construction Top Stem Used for Sliding 8, Overturning 2nd Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1.665 4,747 1,456 3.291 1036 9311 None Spec'd None Speed None Spec'd 0 psf Oft-# 565 ft-# 565ft-# 10 87 psi 93 11 psi Design height ft = Wall Material Above "HI" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW HI m = Wall Weight psf = Rebar Depth 'd' in = Masonry Data ' fin psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick in = Stem OK 275 Masonry 800 # 5 1600 Edge 0646 485 1 7681 1,4071 87 258 3000 3000 780 525 1,500 24,000 Yes No 2578 1 330 760 Stem OK 000 Masonry 1200 # 5 1600 Edge 0797 1 ,209 4 3,023 4 3,791 3 123 387 3000 764 1240 900 1.500 24,000 Yes Yes 2578 1 000 11 62 Masonry Block Type = Medium Weight ^"ncrete Datare psi = Fy psi = Other Acceptable Sizes & Spacing* Toe Not req'd, Mu < S " Fr Heel Not req'd, Mu < S ' Fr Key #4@ 18 75 in, #S@ 28 75 in, #6@ 40 A M Engineers Title Dsgnr Description . Job# Date Scope Rfv MOJOO UwKW-OeOJllJ VaS I 3 13-Ju (e) 1913-99 ENEBCA1C Cantilevered Retaining Wall Design Page Description -7 c; SummarjMirfjOyei^ I . OVERTURNING. Force Distance Moment tern Ibs ft ft-# Heel Active Pressure = 1 ,790 2 Foe Active Pressure = -48 4 Surcharge Over Toe = -293 Vdjacent Footing Load = \dded Lateral Load = .oad @ Stem Above Soil = SeismicLoad = 304 5,4452 0 50 -24 2 0 75 -22 0 Total = 1,7125 OTM = 5,3990 Resisting/Overturning Ratio = 1 75 Vertical Loads used for Soil Pressure = 3,284 0 Ibs /ertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions _ Footing Weight _ Key Weight Vert Component _ Total = RESISTING . Force Distance Ibs ft 2063 1 7 1250 7505 1742 8437 2875 8951 3,2840 Ibs 363 367 000 1 25 291 333 1 88 300 375 RM = Moment ft-# 7477 63 1563 2,1833 5806 1,5820 8625 3,3566 9.475 1 @Hsel A M Engineers Title Dsgnr. Description Jobff Date' Scope Rev J10WO Uin- KW-060311J Vn-S 1 3 MJi(c) 1913 « RNESCALC Cantilevered Retaining Wall Design Page / Description Criteria •IMMMMMMIttittitMMtMMMMMtMMi^ Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 850ft 050ft 200 1 000 in nooopcf OOpSf 3,669 Ibs 568 in 1,213 psf OK 334 psf OK 1,800 psf Footing Strengths & Allow Soil Bearing = 1,800 0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footingl|Soil Friction Soil height to ignore for passive pressure 430 430 3000 00ft 0300 000 in 3,000 psi Mm As% Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key [Distance from Toe Cover @ Top = 3 00 in Fy =60,000 psi 00012 375ft 1 25 5*00" 1800 in 12 00 in 29 00 in 325ft Btm = 3 00 in Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,130 psf ACl Factored @ Heel - 312 psf Footing Shear @ Toe = 11 0 psi OK Footing Shear @ Heel = 131 psi OK Allowable = 931 psi Wall Stability Ratios Overturning ~ 2 06 OK Sliding = 1 57 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force = less 100% Fnctron Force - Added Force Req'd = for 1 5 1 Stability 2,155 7 Ibs 2,301 0 Ibs 1 160 7 IDS 0 0 Ibs OK 0 0 Ibs OK Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,130 7,295 2,520 4,775 1095 9311 None Speed None Spec'd None Spec'd 312 psf Oft-# 672 n-# 672ft-# 1311 psi 9311 psi Stem Construction i«««03c.rax4«Ki««uracK<«tt^^ Design height Wall Material Above "Ht Thickness Rebar Size Rebar Spacing Rebar Placed at DCSJQFI Ddtci - -- — fb/FB +• fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Bar Develop ABOVE Ht 1a£K«C££i ft Ibs ft-# ft-# psi psi in Bar Lap/Hook BELOW Ht in Wall Weight Rebar Depth 'd' Masonry Dcitd — — • - fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv Solid Thick Masonry Block Type =Concrete Data fc Fy psf in psi psi in Top Stem Slem OK 325 = Masonry 800 ft 5 3200 Edge = 0948 5926 1 ,037 0 1 ,094 2 103 258 3000 3000 780 525 1,500 24.000 Yes No 2578 1 330 760 2nd Stem OK 000 Masonry 1200 # 6 1600 Edge 0831 1 ,553 4 4,401 2 5,294 8 161 387 3600 956 1240 900 1,500 24,000 Yes Yes 2578 1 000 11 62 Medium Weight ps psi = = Other Acceptable Sizes & Spacmgs Toe Not req'd, Mu < S ' Fr Heel Not req'd, Mu «= S * Fr Key #4@ 18 75 in, #5@ 28 75 In, #6@ 40 A M Engineers Title Dsgnr Description Scope. Date Her 510)00 Uta KW-WMHin VoJ I 1 12Jua l«9 Wioll (c) 1913-99 KNEKCALC Cantilevered Retaining Walt Design Page Description 4, Si£nmaryofOve^ Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Load 2,204 1 -48 4 3 38 0 50 7,438 8 -24 2 Total = 2,1557 OTM = 7,4146 Resisting/Overturning Ratio = 2 06 Vertical Loads used for Soil Pressure = 3,869 0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert Component Force Ibs RESISTING Distance ft 2338 1 7 851 5 1925 1,1250 3625 1,1020 Total =3,8690 Ibs 488 492 000 416 458 250 375 500 RM = Moment ft-# 1,1395 85 3,5441 8823 2,8125 1,3594 5,5101 15,2564 12 OOO&n Mai w/ #5 @ 16 in o/c #0@0m @Toe 12 OOOStn Mas w/ #6 @ 16 in o/t Solid Grout Spc Insp @Heel Designer select all honz remf See Appendix A 3'-3' 3' 9' r o- 1 9'-*H -3' 5'-0" 'of- ' 25,^ A M Engineers Title Dsgnr Description Date Scope R» 310300Via KW-0603H3 VtrJ 1 1 22Ju (c) 19M-W ENERCALC Cantilevered Retaining Wall Design Page Description Criteria | Retained Height = 1 0CX) ft Wall height above soil = 0 00 ft Slope Behind Wall = 000 1 Soil Density = 11000pcf Wind on Stem - OOpsf | Design Summary | Total Bearing Load = 3,575 Ibs resultant ecc = 9 46 in Soil Pressure @ Toe = 1 ,391 psf OK Soil Pressure @ Heel = 39 psf OK Allowable = 1 •80° psfSoil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,608 psf AC I Factored ©Heel = 45 psf Footing Shear @ Toe = 15 2 psi OK Footing Shear @ Heel = 8 7 psi OK Allowable = 93 1 psi Wall Stability Ratios Overturning = 1 81 OK Sliding = 1 51 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,9500 Ibs less 100% Passive Force = - 1,9260 Ibs less 1 00% Friction Force = - 1 ,072 5 fbs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results | Toe Heel Factored Pressure = 1 ,608 45 ps Mu1 Upward = 9,532 0 ft-* Mu' Downward = 2.520 496 ft-* Mu Design = 7,012 496 ft-* Actual 1 -Way Shear = 1 5 24 8 75 ps Allow 1-Way Shear = 93 1 1 93 1 1 ps Toe Reinforcing = None Spec d Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Soil Data | Footing Strengths & Allow Soil Bearing = 1,8000 psf fc = 3,000 psi Fy Equivalent Fluid Pressure Method Mm As % = ^l Active Pressure = 30 0 Toe wlcjjn = Toe Active Pressure = 30 0 ^Kl width Passive Pressure = 300 0 Tote| Footing W|dth Water height over heel = 0 0 ft Footing Thickness =Footing! [Soil Friction = 0 300 c .. y" Key WidthSo.l height to ignore Key Depth for passive pressure = 0 00 in .,.-,.Key Distance from Toe = Cover@ Top = 300m Stem Construction | Top stem 2nd KffiOraiOXWMBmKXKaH^^ Q Mem ' 'K 'MTT1 * >K Design height ft = 4 00 0 00 Wall Material Above "HI" = Masonry Masonry Thickness = 1200 1200 RebarSize = #5 #6 Rebar Spacing - 1600 1600 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0317 0944 Total Force @ Section ibs = 540 0 1 ,500 0 Moment Actual ft-# = 1 ,060 0 5.000 0 Moment Allowable ft-# = 3,408 8 5.294 8 Shear Actual psi= 55 155 Shear Allowable psi= 258 387 Bar Develop ABOVE Ht in- 3000 3600 Bar Lap/Hook BELOW Ht in = 3000 1086 Wall Weight psf- 1240 1240 Rebar Depth 'd1 in = 9 00 9 00 fm psi= 1,500 1,500 Fs psi= 24000 24.000 Solid Grouting = Yes Yes Special Inspection = No Yes Short Term Factor = 1 330 1 000 Equiv Solid Thick in = 1 1 62 1 1 62 t Masonry Block Type = Medium Weight Dimensions | 9efiQQttaH»WQB«BWWW«^^ = 60,000 psi 00012 375ft 1 25 500 1800m 1200m 2500m 325ft @ Btm = 3 00 in f c psi = Fy psi = Other Acceptable Size* & Spacings Toe #4© 1 1 50 in, #5@ 18 00 in, #6@ 25 50 in, #7@ 34 50 in, #8@ 45 50 in, #9@ 4 Heel Not req'd, Mu < S * Fr Key #4@ 18 75 in, #5@ 28 75 in, #6© 40 A M Engineers •*• 1IOJOQVia KW-060111* VtrSlJ Jl Jim 1999 WinJ](c) I9S3-OTENEJICALC Title Dsgnr Description Scope Cantilevered Retaining Wall Design Job* WV&V Date 33 Page 4 I Description Summary of Overturning & Resisting Forces & Moments | Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total ....OVERTURNING ..Force Distance Moment Ibs ft ft-# 1,9838 383 7,6044 -338 050 -169 1,9500 OTM = 7,5875 Resisting/Overturning Ratio = 1 81 Vertical Loads used for Soil Pressure = 3,575 1 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe _ Stem Weight(s) = Earth @ Stem Transitions __ Footing Weight Key Weight Vert Component = Total = RESISTING . Force Distance Moment Ibs ft ft-# 275 0 4 88 1 ,340 6 000 1 ,240 0 4 25 5,270 0 1,1250 250 2,6125 3125 375 1.171 9 6226 500 3,1131 3,5751 Ibs RM= 13,7081 A M ENGINEERS Consulting Structural Engineers {760)741-7306 JOB, SHEET NO CALCULATED BY OF DATE A M Engineers Title Dsgnr Description JobS Date Scope 55 Restrained Retaining Wall Design Page Description j Criteria j| Retained Height = 1 0 00 ft Wall height above soil = 000ft Total Wall Height = 1000ft Top Support Height = 10 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe 0 00 in Soil Density = HOOOpcf Wrnd on Stem = 0 0 psf Surcharge Loads 1 Surcharge Over Hee< = 50 0 psf »>NOT Used To Resist Siding & Overturn Surcharge Over Toe = 50 0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 500 0 Ibs Axial Live Load = 500 0 Ibs Axial Load Eccentricity = 0 0 in Design Summary | Total geanng Load = 3 166 fbs resultant ecc = 2 61 m Soil Pressure @ Toe = 500 psf OK Soil Pressure @ Hee! = 908 psf OK Allowable = 1 000 psf Soil Pressure Less Than Allowable AC! Factored @ Toe = 723 psf ACI Factored @ Heel = 1,3)4 psf Footing Shear @ Toe = 20 9 psi OK Footing Shear @ Heel = 45 psi OK Allowable = 93 1 psi Reaction at Top = 526 7 (bs Reaction at Bottom = 2,420 6 Ibs Sliding Gates Slab Resists AH Sliding <Lateral Sliding Force = 2,420 8 Ibs ^° OtJIl^9^J.S.l9.^^,v^?,?.™.f,?,,,.,vJ,,,,,,,,^lToe nee) Factored Pressure = 723 1 ,31 4 ps Mu' Upward = 4,572 Oft- Mu* Downward = 1,479 57ft- Mu Design = 3,093 57 ft- Actual 1 -Way Shear = 20 93 4 50 ps Allow 1 -Way Shear = 93 1 1 93 1 1 ps Soil Data \Ayc9 1] Footing Strengths & Dimensions & Allow Soil Bearing = 4^003-0- psf PC = 3000 pst Fy = 60,000 psi Equivalent Fluid Pressure Method Mm As % = 00014 He* Actrve Pressure = 45 0 Joe W|dm = 3 25 ft Toe Active Pressure = 45 0 Hee| Wfdlh = , 25 Passive Pressure = 2500 Total Footing Width = " 4~WWater height over heel = 0 0 ft _Footing Thickness = 12 00 inFootingljSoil Friction = 0300 e ., u,( Key Width = 0 00 inSoil height to ignore „' r-,an^ _ n nn i~ for passive pressure = 000m *6y T , T ~ °??JK K Key Distance from Toe = 0 00 ft Cover @ Top = 3 00 in @ Blrn = 3 00 in Uniform Lateral Load Applied to Stem | Adjacent Footing Load fe Lateral Load = 0 0 #/ft ' A<jJa< ent Footing Load = 0 0 Ibs Height to Top = 000 ft Footing Width = 000ft Height to Bottom = 0 00 ft Eccentricity = 0 00 in Wall toFtgCL Dist = 000ft Footing Type Line Load Base Above/Below Soil at Back of Walt ~ !| Masonry Stem Construction 1 Thickness = 12 00 in fm = 1 500 psi Short Term Factor = 1 000 Wall Weight = 1 24 0 pcf Fs = 24,000 psi Equiv Solid Thick = 1 1 620 in Stem is FIXED to top of footing n Ratio (Es/Em) - 25 776 Block Type = Medium Weight Use Special Inspection SotldGrouled Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Ratio > 1 0 Stem OK Design height = 1000H 558n OOOn Rebar Size # 5 #5 #5 Rebar Spacing = 1600m 1600m 1600m Rebar Placed at = Edge Edge Edge Rebar Depth 'rf = 9 00 in 9 00 m 9 00 in Dcsion Ddl3 --.,.. .. .^ — _„„, _ - — ~_ __ __ .. . _ _____ __ fb/FB + fa/Fa 0 000 1 229 0 859 Moment Actual * 0 0 ft-fl 1 ,480 6 n-* 3,255 7 rt-# Moment Allowable = 3,791 3 ft-# 3,791 3 ft-# 3,791 3 tt-# Shear Force @ this height 0 0 Ibs 1 ,927 8 Ibs Shear Actual = 0 00 psi 19 61 psi Shear Allowable - 38 73 psi 38 73 psi Rebar Lap Required = 25 00 m 25 00 in Other Acceptable Sizes & Spacings * Toe None Speed -or- #4© 17 00 in ff5@ 2625 in, #6@ 37 00 in, #7@ 48; * Heel None Spec'd -or- Not req'd, Mu < S * Fr * Key No key defined -or- No key defined i i A M Engineers Title Job # Dsgnr Date Description Scope W 19SJ99ENERCA1Cv.ju zz*. iw w.^ Restrained Retaining Waif Design page Description Summary of Forces on Footing Slab RESISTS sliding, stem is FIXED at footing K\^MUW^^^U<lt«T^t^TJHUttU<tlt4»WK«Wl^it.U^^^ Forces acting on footing "for soil pressure >>> sudmg Forces are restrained by the adjacent slab Load & Moment Summary For Footing For Soil Pressure Calcs Moment @ Top of Fooling Applied from Stem = Surcharge Over Heel = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight Soil Over Heel Footing Weight Total Vertical Force = IDS 1,0000 Ibs Ibs Ibs 1,2400 Ibs 2750 Ibs 652 5 Ibs 3,1 67 5 Ibs ft 375ft ft ft 375ft 438ft 225 ft Base Moment = -3,255 7 ft-# ft-# 3,750 0 n-# ft* n-# 4,650 0 ft-# 1 ,203 1 ft-# 1 ,468 1 ft-# 7,8155ft-# Soil Pressure Resulting Moment = -688 9t4f O £ C/3 ° M-- 3r o N O So nw O m 64 -5 1/2 OVERALL21 -9 1/2 SPAN11 -2 7/16 SPAN _14.-.IO 1/4" SPAN_]0-B 3/4" TQ RIDGE 2B -4 3/4" SPANI LING RIDGE . 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HANSON TRUSS, INC AND JOFL HOUTMAN ACCEPT NO RESPONSIBILITY FOR THE ACCURACY STRUCTURAL ADAQUACY OR ANY OTHER', FEATURE Ol THIS DESIGN UNLESS SPECIFICALLY FABRICATED BY HANSON TRUSS INC Tl Z00TJr>00rmcTJ0ZJJm0cmen-i •0OCTJO13to COcncn^jcn— iCOCO00-e*CO NJOcncncncnOOcncncn•vl0 mo Om z99OT|l~Om9^Smoo COIm>rcmcocnmDX TJOC3ata•OCDOIT•ao-iTJP>CO 2:amOHOO>Drnco-omOmzD HmzCO0 SL 5" E88so <i> oO" 5 TJp) to OS£i0.5-0.o PI toCO n XIto tn cP>{0 Q -I33ft» O 53 "° O3-D =ro<>r ?KOmco-* 5°PI Eln oou o 3cro COCOTJ~nMCOID00cn-jo COx"noCOoGJ^J—IO)CO COo~nr~-^N3O)COUiON)MOSCOCDOl— iS3OJ4*-rooC/)T7•nwoOJCOCOtoCO K)oX~nM-JCO-JCO**J •n o>om rnodoOTlDCO0)TJrno-imrn HmzO X -\mu>rumCOcn0 HJ Po8O mDJJ 20) c05 0r-(0rn S0)mco cnc:O~n'p_CDOm<>rc>dO-n-aO3DrnTJ o CO CO *0 S * r f)0 0 * (0 (0 0) Sis IIO i" ol 5 I tn fn ^ ^ (A O ""N 5 _ 7 1 MS. " * *O <o ? '1 D < a » tr0 " ^ 3 o 1 ™i DOn S a jl Wa audit the ]jl Sacbon 2343n cn n o §i undar thations are m• i l»A ;^c CL go Z-.O•< oa f °f a. O)EPTEM8ERtoCOO)at is under our A3c9. ex Dc slily Contro:3ID 3 ^a. u _ p H OD •MI.UB •" irm Hill ua H OP ** S5 «, S " g ^^vr^*i S a "" 5 pw| i co ^-n us >X inZ= OO1 °3§ >|g ^m"" ro C Om w o.5(D 1 OoC3o o V) 3i» u ^cng 55 Ho •< no 10. cr*^ 5a ~£ 3a Dn ICBO REPORT DRAWN BY PD ULCNAME IBCO.DWG DATE 7-7-00 TRUSS, INC AND VOIP IF NOT FABRICATED BY HANSON TRUSS. HANSON TRUSS INC AND JOEL HOUTMAN ACCEPT NO RESPONSIBILITY FOR THE ACCURACY. STRUCTURAL ADAQUACr OR ANY OTHER FEATURE OF THIS DESIGN UNLESS SPECIFICALLY INC FABRICATED BY HANSON TRUSS INC ALL BRACING MATERIAL & HARDWARE BY OTHERS3?ocI/)15oo>CDr~mm~ZLOcC/)CO UNBRACED STUD HEIGHT GABLE TRUSS END & DETAIL DRAWN BY PETE ROBERTS FILENAME MS-END-FILL DATE 11-27-96 HANSON TRUSS, IMC NUUl_ AND VOID IF NOT FABRICATED BY HANSON TRUSS, HANSON TRUSS INC, AND JOEL HOuruAH ACCEPT NO RFSPONSIBILITY FOR rut: ACCURACY STRUCTURALADAOUACY OR ANY OTHER FEATURE OF THIS DESIGN UNLESS 5PCCIFICALLV (NO FABRICATED BY HANSON TRUSS INC -am FIREPLACE STACK DETAIL DRAWN By PETE ROBERTS FILENAME MS-FP-STACK DATE 11-27-96 VHANSONTRUSS, INC NUI_l_ AND VOID IF NOT FABRICATED BY HANSON TRUSS, HANSON TRUSS INC AND JOE1 HOUTM/W rtCCfPf NO Respawsie/Lirr FOR THE ACCURACY 'STRUCTURAL ADAOUACY OR ANY OTHER FEATURE OP THIS DF-SIGN UNLESS SPECIFICALLY |IMC FABRICAfED BY HANSON TRUSS INC c_O—ICCOCOcT)OOmo>zinoX o2o ct/) 00 COc T) T) O Om o> z GO—1 gc o X DETAIL fJ1' JACK & MONO TRUSS SUPPORT DRAWN BY PETE ROBERTS FILENAME MS-DET_J1 DATE 11-26-96 HANSON TRUSS, IMC NULL. AND VOID IF NOT FABRICATED BY HANSON TRUSS, HANSON TRUSS IMC AND JOEL HOUTWAN ACCEPT NO RESPONSIBILITY FOR THE ACCURACY STRUCTURAL ADAQUACY OR ANY OTHER FEATURE OF THIS DESIGN UNLESS SPECIFICALLY INC FABRICATED BY HANSON TRUSS INC HANSON TRUSS, INC. GENERAL NOTES 1. No splices except as noted on truss drawings 2 Panel point locations shall be equal divisions unless noted or dimensioned otherwise. 3 Gusset plates shall be installed on each side of all joints and shall not be installed where knots or wane are greater than 10% of plate area 4 Gusset plates shall be centered on joints unless noted or dimensioned otherwise 5 Truss designs shall comply with ANSI/T P I -1-1995 unless noted otherwise 6 All gusset plates are 20 gauge and stamped TP Unless noted otherwise 7 All hangers specified are Simpson strong-tie or equal and are provided by others unless noted otherwise 8 All trusses are spaced at 24" on center unless dimensioned otherwise 9 Moisture content in the lumber used may exceed 19% at the time of fabi ication A 20% reduction in plate values has been used 10 The Hanson Truss, Inc , engineering program is in compliance with section 2321 of the U B C All heel joint connections are designed using an analysis considering the vector sum of concentric and eccentric loads 11. All nails specified are to be box nails or better ABBREVIATIONS B/O JKS HGR STB w/ w/o BM. FL. BM. DR. BM. Sc. DBL U.N.O. GET ScGET MGET S.B SOF. By Others Jacks Hanger(s) Stub With With out Beam Flush Beam Drop Beam Scissor (sloped or vaulted) Double member Unless noted otherwise Gable end truss Scissor gable end truss Mono gable end truss Setback Soffit (Non-structural) BLK. Blocking BKG ScBKG MBKG FILL GIR B.C. T.C. SPL. CBO O.A.H.S. BRG. GOV, MGOV. INV. GOV. Backing Scissor Backing Mono Backing Vertical @1 6" oc Girder truss Bottom Chord Top chord Splice Conventional framing by others Overall heel stand Bearing Gable over Mono gable over Inverted (jable over BASE DESIGN VALUES FOR VISUALLY GRADED LUMBER SPECIES & COMMERCIAL GRADES SIZE CLASSIFICATION X25 4 for mm bending Fb Tension Parallel To grain Ft Shear Parallel to gram Fv Compression Perpendicular to grain Fc ± Compression Parellf Jl to grain Fc Modulas of Elasticity E GRADING RULES AGENCY DOUGLAS FIR LARCH Select Struct No1 & Better No1 No2 Stud Construction Standard 2" to 4" thick 2" and wider 2" to 4" thicker 1.450 1.150 1.000 875 675 1.000 550 1000 775 675 575 450 650 375 95 95 95 95 95 95 95 625 625 625 625 625 625 625 1,700 1,500 1 .41)0 1.300 825 1600 13£iO 1.900,000 1,800.000 1.700.000 1,600,000 1,400.000 1 .500.000 1.400,000 WCLIB PD/NOTES/Jan2002 Geotechnical Report Update and Grading Plan Review For 2400 La Costa Ave. Carlsbad, Ca, 92009 March 2, 2001 Prepared For Farnaz Mahmoodi 1167 Avenida Sobrina Oceanside, Ca 92009 By LANTEC Engineering Inc. 145 Vallecitos de Oro Suite B San Marcos, CA 92069 Tel 760-471-1900 Fax 760-471-4965 2400 La Costa Ave Page 2 March 2, 2001 March 1,2001 Farnaz Mahmoodi 1167 Avenida Sobnna Oceanside CA 92057 GEOTECHNICAL REPORT UPDATE AND GRADING PLAN REVIEW, FOR 2400 LA COSTA AVE CARLSBAD, CA 92009 Pursuant to your request, LANTEC ENGINEERING INC has completed the attached Geotechmcal Report Update and Grading Plan Review for trie property located at 2400 La Costa Ave Carlsbad, CA 92009 The attached report is the results of our site inspections, research existing reports and review of pertinent documents, reports and plans This report provides conclusions and recommendations for the grading of the subject property In our opinion from a geotechnical engineering standpoint, the site is suitable for the proposed development provided the recommendations presented in this report are incorporated into the design and construction of the project The recommendations provided in this report are consistent with the site geotechnical conditions and are intended to aid in preparation of final development plans. If you have any questions or need clarification, please do not hesitate to contact us. We appreciate this opportunity to serve you Respectfully submitted; /Mohammad K. Zomorrodian R.C Ei LANTEC ENGINEERING INC LANTEC Engineering InC 14S Vallrritu de Oro suite B San Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page 3 March 2, 2001 TABLE OF CONTENTS SUBJECTS PAGE NUMBER SITE INFORMATION 4 HISTORY & INTRODUCTION 4 SCOPE OF UPDATED INVESTIGATION 4 SCOPE OF PROPOSED GRADING 5 EXISTING GEOTECHNICAL CONDITIONS 5 I SOIL CONDITION 5 II FAULTS 6 TABLE I 6 III GEOLOGIC HAZARDS 7 CONCLUSIONS 7 RECOMMENDATIONS 8 I GRADING 8 II FOOTINGS AND SLABS 1L III FLATWORKS 12 IV SOIL DESIGN DATA 12 V GENERAL RECOMMENDATIONS 13 RESTRICTIONS AND LIMITATIONS 15 APPENDIX MAPS PLATES EXCERPTS FROM ORIGINAL REPORTS » LANTEC Engineering InC 145 V^rlto* de Oro suite B San M»rcoa, CA 92069 760-471-1900 CITY OF OCEANSIDE CITY OF VISTA CITY OF SAN MARCOS PACIFIC OCEAN ROJECT CITY OF ENCINITAS VICINITY MAP L ANTEC Engineering InC 145 \ aUrntos dt- Oro suite B San Marcos. C \ 92069 760-471-1900 2400 La Costa Ave Page 4 March 2, 2001 GEOTECHNICAL REPORT UPDATE AND GRADING PLAN REVIEW, FOR 2400 LA COSTA AVE. CARLSBAD, CA 92009 SITE INFORMATION SITE ADDRESS: 2400 LA COSTA AVE. CARLSBAD, CA 92009 APN#: 216-160-01 SUBDIVISION: LA COSTA SOUTH UNIT 13LOT1 THOMAS GUIDE LOCATION: 1147-F1 CITY OF CARLSBAD GRADING #: 393-7A CITY OF CARLSBAD PROJECT #: PD01-03 HISTORY AND INTRODUCTION PER your request Lantec, Inc, has completed the following Geotechnical Update and Grading Plan Review for the above-referenced project The property is a sloping parcel, which was previously studied with respect to geotechnical conditions as part of La Costa South unit #1 It is outlined in the following reports The referenced report was prepared by Benton Engineering Inc (dated March 8, 68, April 11, and June 23, 1969) and has been reviewed as part of this effort The subject reports were provided for the last plan check and are on file with our firm and copies can be obtained upon request SCOPE OF UPDATED INVESTIGATION The scope and purpose of this update investigation was to review and provide updated recommendations considering the proposed development according to the current standards of practice The above referenced reports on this property as well as the adjacent property to the west were reviewed In addition to the preparation of this report, the following activities were completed in connection with this updated study I- A site visit and inspection of the existing surface conditions II- A detailed review of the referenced geotechnical reports and grading plan for the subject LANTEC Engineering Inc 145 Vallecltos de Oro suite B San Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page 5 March 2, 2001 property as well as the property to the west SCOPE OF PROPOSED GRADING Presently, we understand that the property is planned for one single-family home site Grading plans for the work have recently been completed by Lantec Engineering, Inc, and have been reproduced m this report as Plate 1 The plans outline modest cut/fill grading for the construction of one split-level building pad The maximum slope created by the grading will be a 6-foot high 2 I gradient cut slope The proposed grading concept, as well as buildings/improvements layout and finish elevations, is depicted on the attached Plate I Details of the proposed building construction are not completed and not available to us at the time of preparation of this update report It is anticipated, however, that the planned structures will consist of conventional wood frame buildings with exterior stucco supported on a shallow stiff perimeter strip and spread pad concrete footings, and a slab-on-grade floor type foundation system EXISTING GEOTECHNICAL CONDITIONS 1-Soil condition Based upon our recent site inspection and a review of the above-referenced icports of the subject and the adjacent property, the project site is underlain by shallow topsoil and scattered fill deposits The depth of topsoil is about 2 feet The topsoil consists of moist silty clay with high potential for expansion Weakly cemented, slightly clayey sands that occur in a loose condition near the surface and grade,become denser with depth Some quantities of high to medium expansive soils are reported or indicated at the project site Details of site earth materials are given on test trench logs excavated m connection with the referenced preliminary report The logs are reproduced in this report as Plates 2 II- Faults Faults or significant shear zones are not indicated on or near proximity to the project site As with most areas of California, the San Diego region lies within a seismically active zone, however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east During a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by theCahfornia Institute of Technology None of the recorded events exceeded a Richter magnitude of 3 7, nor did any of the earthquakes generate more than modest LANTEC Engineering Inc us vaikdios a* oro suite B smi Marcos, CA 920*9 760^71-1900 2400 La Costa Ave Page 6 March 2, 2001 ground shaking or significant damages Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Banks fault to the west Based upon available seismic data, compiled from California Earthquake Catalogs, tine most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 4 miles from the project area This event, which is thought to have occurred along an offshore fault, reached an estimated magnitude of 6 5 with estimated bedrock acceleration values of 58 g at the project site The following list represents the most significant faults, which commonly impact the region Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQ Fault Ver 201) typically associated with the fault is also tabulated In recent years, the Rose Canyon Fault has received added attention from geologists Rose canyon could have the potential to generate a maximum credible magnitude earthquake of 6 9 and maximum probable magnitude of 5 7 The fault is a significant structural feature in metropolitan San Diego, which includes a series of parallel, breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border TABLE! FAULT NAME/ ZONE ELSINORE FAULT NEWPORT INGLEWOOD CORONADO BANKS FAULT ZONE ROSE CANYON FAULT ZONE DISTANCE FROM SUBJECT SITE 25 12 20 55 MAXIMUM PROBABLE ACCELERATION 062 104 0076 0 179 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 4 More active faults (listed on the preceding page) are considered most likely to impact the region during the lifetime of the project The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site LANTEC Engineering InC US Vallecllos d« Oro suite B San Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page? March 2, 2001 Ill-Geologic Hazards Geologic hazards are not presently indicated at the project site Significant slopes are not present nor will project grading create them The most significant geologic hazards at the property will be those associated with ground shaking In the event of a major seismic event liquefaction or related ground rupture failures are not anticipated CONCLUSIONS Based upon our recent site inspections and review of referenced geotechmcal reports, site geotechmcal conditions have primarily remained unchanged Existing site fills and topsoil are loose to soft, sandy to clayey deposits that are not suitable in their present condition for the support of new structures or graded fills The upper fills and topsoil should be over-excavated from areas planned to receive fills, improvements and structures, and selectively placed as compacted fill within the deeper portions of the planned fill section at a minimum depth of 3 feet below rough finish grades Recommended removal depths are given in the following sections Expansive soils are present at the project site These include topsoil deposits, which can easily be buried in deeper site fills, and/or thoroughly mixed with onsite non-expansive soils to manufacture a very low to low expansive fill soil mixture Finish grade soils at final building pad levels, however, should be tested at the completion of rough grading to confirm expansion characteristics of the foundation bearing soils which will govern final foundations and slab design Expansive soils will require special design, which typically includes deeper foundations and thicker slab-on-grade floors, if ihey occur at finish grade levels Based upon the anticipated grading scheme (which treats or removes the highly expansive soil) recommendations provided in this report, finish grade soils are expected 1o consist of clayey sandy deposits (SC/SM) with low expansion potential (EI<51) Actual classification and expansion characteristic of finish grade soil mix can only be provided in the final as-graded compaction report Groundwater may impact deeper removals and earthworks operations in local areas Adequate site surface and subsurface drainage control is a critical factor in the future stability of the developed properties Subsurface drains and perimeter sub drains may be necessary for protecting the structures and improvements from groundwater which is suspected from the up L ANTEC Engineering InC 145 Vallecitos de Oro suite B San Marcos, CA 92069 760^71-1900 2400 La Costa Ave PageS March 2, 2001 slope properties surface runoff The proposed grading scheme at the site will construct cut/fill transition pads with the daylight line transecting the building surfaces The cut portion of the transition pads should be undercut as recommended in the following sections Liquefaction and seismically induced settlements will not be factors in the1 development of the proposed structures and improvements, provided our soil treatment recommendations are implemented during the grading operations Post construction settlements after building construction are not expected to be a factor in the development of the project site, provided our site improvements and foundation recommendations are implemented during the construction phase of the project Soil collapse will not be a factor in development of the study site, provided our recommendations for site development are followed RECOMMENDATIONS Geotechmcal conditions at the property predominantly remain the same as previously reported, and construction recommendations previously given remain valid except where superseded herein Recommendations given below are also consistent with the current grading plan, (see Plate 1) and should be implemented during final design and construction phase I-Grading Cut/fill grading techniques may be used in order to achieve final design grades and improve soil conditions beneath the new structures and improvements All grading and earthworks should be completed in accordance with Appendix Chapter 33 of the Uniform Building Code, City of Carlsbad Grading Ordinances, Standard Specifications for Public Works Construction and the requirements of the following sections wherever applicable 1. Cleaning and Grubbing: Surface vegetation, debris and other deleterious Materials should be removed from the site Removals should be inspected and approved by the project geotechmcal engineer or his designated field representative prior to grading 2. Removals and Over-Excavation: The most effective soil improvement method to mitigate the upper loose fills/topsoil and L ANTEC Engineering InC 14S Vallwltos d* Oro suite B San Marcos, CA 92069 76(M71-1900 2400 La Costa Ave Page 9 March 2, 2001 unstable earth deposits will utilize removal and re compaction using conventional grading techniques Site fills/topsoil and weathered terrace deposits should be removed to the underlying competent units and placed back as properly compacted fill The project soils engineer or his designated representative in the field based on the: actual subsurface exposures should give removal depths Subsurface exploratory trench excavations developed during the original soil investigation indicates removal depths on the order of 1 to 3 feet are anticipated Deeper removals may be necessary based on the actual Held exposures and should be anticipated All ground receiving fill should be prepared as directed in field by the project soils engineer or his designated representative 3. Dewatering: Local Dewatenng may be required to complete grading and achieve bottom of over- excavation elevations Any Dewatenng technique, which could effectively remove the water from the areas under grading construction, may be acceptable provided prior approval is obtained from the project soils engineer Additional dewatering recommendations will be given at the site based on actual exposures, as it becomes necessary 4 Select Grading: Potentially expansive soils at the site (E 1 >21) should be selectively buried in deeper fills, and the non-expansive sandy soils if generated from the excavations of onsite placed near finish pad grade levels As an alternative, minor quantities of potentially expansive soils at the site may be thoroughly mixed with the non-expansive soils to manufacture a very low to low expansive fill mixture If select grading techniques are used non-expiansive bearing soils below rough pad grades should be a minimum of 3 feet thick or extend to a minimum of 1- foot below the deepest footing, whichever is more In the driveway, entrance roadway and improvement areas plus 3 feet, there should also be a minimum of 1-foot of compacted non- expansive capping soils below rough finish Subgrade 5. Cut/Fill Transition: Cut/fill transition should not be allowed under buildings, improvements;, and the associated structures The building area plus 5 feet of the cut ground, should be undercut to provide a minimum of 3 feet of compacted fill below the rough finish grades, or 1-foot below the deepest footing, whichever is more There should also be at least 1-foot of compacted fill below rough finish Subgrade underneath all onsite improvements 6. Graded Slopes: Permanent project slopes should be designed for 2 1 gradients maximum Graded slopes constructed at 2 1 gradients maximum will be grossly stable with respect to deep seated and surface failures for the maximum design heights indicated on the project plans LANTEC Engineering InC 145 Vallecitos de Oro suite B San Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page 10 March 2, 2001 Fill slopes should be compacted to 90% (minimum) of the laboratory standard out to the slope face Overbuilding and cutting back to the compacted core or backrolling at a minimum of 3 foot vertical increments and "track-walking" at the completion of grading is recommended for site fill slope construction Geotechmcal engineer inspections and testing will be necessary to confirm adequate compaction levels within the fill slope face Over cutting of the proposed graded cut slopes may result in costly repairs and should be avoided The project geotechmcal consultant should inspect cut slopes at the time of excavations to confirm geologic structure and slope stability 7. Fill Materials and Compaction: Over-excavated soils may be reused as onsite compacted fills provided all debris and trash are selectively removed from the top soil Trash, debris and unsuitable materials as determined by the project soil engineer shall not be allowed within onsite fills Site fills should be adequately processed, moisture conditioned to near optimum levels, thoroughly mixed, placed in thin uniform horizontal lifts and mechanically compacted to a minimum of 90% of the corresponding laboratory maximum dry density (ASTM D-l 557- 91) unless otherwise specified Removal soils are expected to be wet and require spreading and aerating prior to placement 8. Subsurface Drainage System: Subsurface drainage system consisting of a minimum 4"-diameter, Schedule 40 (SDR 35) perforated pipe surrounded in a minimum of 4 cubic feet of Vi-inch crushed rocks wrapped in filter fabric, (Minfi 140 N or equivalent) or CALTRANS Class 2 permeable aggregate may be required at the location(s) established in the field by the project soils engineer and should be anticipated Filter fabric can be eliminated if Caltrans Class 2 permeable material is used The invert of the subdrain pipe should be established at elevations to ensure positive drainage into an approved drainage facility 9. Surface Drainage/Erosion Control: A critical element to the continued stability of the graded building pads and slopes is an adequate surface drainage system and protection of the slope face Appropnate vegetation cover and the installation of the following systems can most effectively achieve this: a- Specifications be approved by the project soils engineer b- Keyway/bottom of over-excavation be inspected after the natural ground or bedrock is exposed and prepared to receive fill, but before fill is placed LANTEC Engineering InC 14S Vallecitos dc Oro suite B Sun Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page 11 March 2, 2001 II-Footings and Slab The following preliminary recommendations are consistent with low expansive (El less than 51) foundation bearing soil and fill differential thickness of less than 10 feet Final foundation and slab design will depend on expansion characteristics of finish grade soils as well as fill soils differential thickness depending on the actual removal depths Final designs should be confirmed and/or revised as necessary in the rough grading compaction report based onsite as- graded geotechmcal conditions and actual testing of the foundation bearing earth materials Additional specific recommendations may also be necessary and should be given at the time of the plan review when final civil and structural/architectural drawings are available 1 Continuous wood stud bearing wall foundations should be sized 12 inches wide by ISinches deep for single-story buildings and 15 inches wide by 18 inches deep for two-story buildings Isolated pad footings should be 24 inches square and 12 inches deep Footing depths are measured from the lowest adjacent ground surface, not including the sand underlay beneath the floor slabs Exterior continuous footings should, enclose the entire building perimeter 2 Continuous interior and exterior foundations should be reinforced by 4-#4 reinforcing bars Place 2#4 bars 3 inches above the bottom of the footing and 2-#4 bars 3 inches below the top of the footing Reinforcement details for isolated pad footings should be provided by the project architect/structural engineer 3 All interior slabs should be a minimum of 4 inches in thickness reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed mid-height in the slab Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a six-mil plastic moisture barrier placed mid-height in the sand 4 Slab Subgrade soils should be tested for proper moisture and a minimum of 90% compaction levels, and approved by the project geotechmcal consultant within 72 hours prior to the concrete pour 5 Interior slabs should be provided with sawcut contraction joints spaced 10 feet on center each way within 24 hours after the pour The sawcuts should be a minimum depth of 3/4- inch, but shall not exceed VA inches deep 6 Provide re-entrant corner reinforcement for all interior slabs Re-entrant corners will depend on slab geometry and/or interior column locations The attached Plate 3 may be used as a general guideline —" LANTEC Engineering InC 145 VaUecilos de Oro suite B San Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page 12 March 2, 2001 III- Flat works 1 All exterior slabs (walkways, and patios) should be a minimum of 4 inches m thickness and reinforced with 6x6/10x10 welded wire mesh placed at mid-height in the slab 2 PCC driveways and parking should be a minimum of 4 inches in thickness and reinforced with #3 reinforcing bars spaced 18 inches on center each way placed at mid-height in the slab Subgrade soils beneath the PCC driveways and parking should be compacted to a minimum of 95% of the corresponding maximum dry density within the upper 6 inches 3 Subgrade (and basegrade) soils should be tested for proper moisture and a minimum of 95% compaction levels, and approved by the project geotechmcal consultant within 72 hours prior to the concrete pour 4 Provide weakened joints consisting of sawcuts spaced 10 feet on center (not to exceed 12 feet maximum) each way within 24 hours of concrete pour The Sawcuts should be a minimum depth of 3A-mch, but shall not exceed 1V4 inches deep maximum 5 All exterior slab designs should be confirmed in the final as graded compaction report VI- Soil Design Data The following soil design parameters are based on the tested representative samples of onsite earth deposits anticipated to occur at finish grade levels All parameters should be re-evaluated when the characteristics of the final as-graded soils have been specifically delermined 1 Design active soil pressure for retaining structures = 40 pcf (EFP), level backfill, cantilever, unrestrained walls 2 Design active soil pressure for retaining structures = 50 pcf (EFP), 2 1 sloping backfill, cantilever, unrestrained walls 3 Design passive soil resistance for retaining structures = 300 pcf (EFP), level surface at the toe 4 Design coefficient of friction of concrete on soils = 0 40 5 Allowable foundation pressure for onsite compacted fill = 2000 psf L ANTEC Engineering InC US VaUecitm de Oro suite B San Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page 13 March 2, 2001 6 Allowable lateral bearing pressure (all structures except retaining walls) for onsite compacted fill = 200 psf/ft 7 Because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of two should be considered for sliding stability where structures and improvements are planned on top of the wall 8 When combining passive pressure and factional resistance, the passive component should be reduced by one-third 9 The allowable foundation pressures provided herein apply to dead plus live loads and may be increased by one-third for wind and seismic loading 10 The allowable lateral bearing earth pressure may be increased by the amount of the designated value for each additional foot of depth to a maximum ofl,500 pounds per square foot V- General Recommendations 1 The minimum foundation design and steel reinforcement provided herein is based on soil characteristics only and is not intended to be in lieu of reinforcement necessary for structural considerations All recommendations should be evaluated and confirmed by the project architect/structural engineer 2 Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of the slope height] whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope This requirement applies to all improvements and structures including fences, posts pools, spas, etc Concrete and AC improvements should be provided with a thickened edge to satisfy this requirement 3 Expansive clayey soils should not be used for back filling of any retaining structure All retaining walls should be provided with all wedge of granular, compacted backfill measured from the base of the wall footing to the finish surface Retaining walls should be provided with a back drainage in general accordance with the attached Plate 5 4 All underground utility trenches should be mechanically compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective agencies Care should be taken not to crush the utilities or pipes during the compaction of the soil Non-expansive, granular backfill soils should be used L ANTEC Engineering InC 145 ViUecttos de Oro suite B San Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page 14 March 2, 2001 5 Site drainage over the finished pad surface should flow away from structures on to the street m a positive manner Care should be taken during the construction, improvement, and fine grading phases, not to disrupt the designed drainage patterns Rooflines of the buildings should be provided with roof gutters Roof water should be collected and directed away from the building and structures to a suitable location Considerations should be given by the project architect to adequately damp proof7waterproof the basement walls/foundations and provide the planter areas adjacent to the foundations with an impermeable liner and a sub drain system 6 Final grading and foundation plans should reflect preliminary recommendations given in this report and should be reviewed by this office prior to grading More specific recommendations should be provided when final drawings are available 7 All foundation trenches should be inspected to assure an adequate footing embedment and confirm competent bearing soils Foundation and slab reinforcements should also be inspected and approved by the project geotechmcal consultant 8 The amount of shrinkage and related cracks that occur in the concrete slab-on-grades, flatworks and driveways, depends on many factors, the most important of which is the amount of water in a concrete mix The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly Reducing the amount of water in the mix can minimize the amount of concrete shrinkage To keep shrinkage to a minimum, the following should be considered a- Use the stiffest mix that can be handled and consolidated satisfactorily b- Use the largest maximum size of aggregate that is practical! (for example, concrete made with 3/4-mch maximum size aggregate usually requires about 40 Ibs more (nearly 5 gal) water per cubic yard than concrete with 1-inch aggregate) c- Cure the concrete as long as practical The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete material, proportioning, craftsmanship, and control tests where appropnate and applicable, are provided 9 A preconstruction meeting between representatives of this office and the property owner or planner, the grading contractor/builder, and the city inspector, is recommended m order to discuss grading/construction details associated with site development L ANTEC Engineering InC 145 Vullmtos dr Oro suite B San Marcos, CA 92069 760-471-1900 2400 La Costa Ave Page 15 March 2, 2001 RESTRICTIONS AND LIMITATIONS The conclusions and recommendations provided herein have been based on review of the available data obtained from pertinent reports and plans, available subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area The materials encountered on the project site and utilized in laboratory testing are believed representative of the total area, however, earth materials may vary in characteristics between excavations Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required The recommendations made in this report are applicable to the site at the 'time this report was prepared It is the responsibility of the owner/developer to ensure that these recommendations are earned out in the field It is almost impossible to predict with certainty the future performance of a property The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns The firm of LANTEC ENGINEERING, INC shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete Shrinkage during the curing process These features depend chiefly upon the condition of Concrete and weather conditions at the time of construction and do not reflect detrimental ground movement Hairline stucco cracks will often develop at wmdow/dooi corners, and Floor surface cracks up to 1/8 -inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute) This report should be considered valid for a period of one year and is subject to review by our firm following that time If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be LANTEC Engineering InC 145 Vallecitos de Oro suite B San Marcos, CA 92069 760-47J-1900 2400 La Costa Ave Page 16 March 2, 2001 presented to us for review and possible revision LANTEC Engineering, Inc warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engmeenng profession No other warranty or representation, either expressed or implied, is included or intended We appreciate this opportunity to be of service to you LANTEC ENGINEERING, INC. Kazeni Zomorrodian R.C.E. LANTEC Engineering InC 145 Valledtos de Oro suit* B San Marcos, CA 92069 760-471-1900 z ££CL y, £ RH•2 2«^ * ••• < ~ -~ 4-SAMPLENUMBER[V ^ ^^ ^ i ^ j^ -^ All x Xy r *- SUMMARY SHEET PIT NO. 1 fLfVATlOW &2J2* * \Sonie Roots, Recent Alluvium Gray-b/ock, Very Moist, Soft, Moist, Firm Below 1 .2 Feet, Very Firm at 4.0 Feet CLAYEY FINE TO MEDIUM SAND j SILTYCLAY 5 it Q o 3•rf K> VLU I/I w= 6o 15.1 >. 102.1 SHEAR 1RESISTANCEKIPS/SO, n. \PtRCENT 1COMPACTION]86.7 PIT NO. ELEVATION 88.0' £1Sl £ £(J ( E *> 3 PIT NO. ELEVATION 34.0' E *>D ? — 4- 5 A•^^An7*^ i P«*"« ?r-7 vruy-BiocK, mo i*r, ->orr, Some Roots Light Croy "brown, Very Moist Soft, Scattered Chunks of Cray Silty Clay V Light Drown, Moist, rirm FINE SANDY Cl AY SILTY FINE SAND/ 17.2 12.6 92.0 89.5 , 76.5 74.4 v™- 2* 4— 6— 8— j^SA Light Brown, Moist, Loose -I A Brown. Verv Moiit Soft ^J3 *_H hmum V/«ti^j AA/tlcl 1 /UM« ^j^Jj Scattered Gravel and Pea Gravel • nt 3.0 F*et, 20-30% Pea Gravel "ZJTT"! and Gravel Below 4.0 Feet -•_/•-- Firm, Very Firm Below 7.0 Feet v'-^r^ Brown, Very Mont, Very Firm j SILTY FINE SAND^ SILTY CUY j CLAYEY FINE TO MEDIUM SAND FINE SANDY CLAY (Merges) SILTY CL^Y / -. - U.O 15.1 )4.7 100.7 105.3 no.7 * 78.7 82.4 1 /\ - Indicates location of in-place field density fciit I 1 - Indicates loose bag sample * - The elevations shown for the exploration pits were determined by interpolating between the contours shown on the grading plans prepared by Mclntire & Quiros, Inc. Plate 2 PROJECT NO prMTOM Of AWfNC NO ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale ISOLATION JOINTS CONTRACTION JOINTS I RE-ENTRANT CORNER CRACK RE-ENTRANT CORNER * REINFORCEMENT NO 4 BARS PLACED 1 5* BELOW TOP OF SLAB NOTES: 1 Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b) If no isolation joints are used around columns, or if the corners of the isolation joints, do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI) 2 In order to control cracking at the re-entrant corners (±270° corners), provide reinforcement as shown in (c) 3 Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors LANTEC ENGINEERING INC.Plate 3 ' * """"•"•- **Qti\ <i '* **v\ M - —i-^"7" FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION i INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map data is compiled from various sources including California Division of Mines and Geology, California Inscitude of Technology and Che National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." Earthquake Magnitude . 4.0 TO 4.9 O - 5.0 TO 5.9 O 6.0 TO 6.9o.70 TO 79 LANTEC ENGINEERING INC.Plate 4 RETAINING WALL DRAIN DETAIL Typical - no scale Waterproofing Perforated dram pipe — -"""""-_ -* fpolmc i Sf * ' drainage — »- Granular, non-expansive / backfill Compacted / ^. f !":""•. ;."V:" / < — Filter Material. Crushed rock (wrapped in '- * *'/\ 2. __ _^ ^ filter fabnc) or Class 2 Permeable Material :" i .y.'' .' i / (see specifications below)/^fc^--c*' • ^ & • • r j » ^i" Competent, approved soils or bedrock SPECIFICATIONS FORCALTRANS CLASS :E PERMEABLE MATERIAL U^.ST/lNDARD SIEVE SIZE % PASSING 1" 100 3/4 90-100 3/8 40-100 No, 4 25-40 No. 8 1&-33 No 30 5-15 NO. 50 0-7 No, 200 0-3 Sand Equivalent > 75 CONSTRUCTION SPECIFICATIONS: 1 Provide granular, non-expansive backfill soil in 1 1 gradient wedge behind wall Compact backfill to minimum 90% of laboratory standard 2 Provide back drainage for wall to prevent build-up of hydrostatic pressures Use drainage openings along base of wal! or back dram system as outlined pelow 3 Backdram should consist of 4" diameter PVC pipe (Schedule 40 or equivalent} with perforations down Drain to suitable outlet at minimum 1 % Provide %" -1V4" crushed gravel filter wrapped in filter fabnc (Mirafi 140N or equivalent) Delete filter fabric wrap if Cattrans Class 2 permeable material ts used Compact Class 2 material to minimum 90% of laboratory standard 4 Seal back of wall with waterproofing in accordance with archrtecf s specifications 5 Provide positive drainage to disallow ponding of water above watt Lined drainage drtch to ' minimum 2% flow away from wall is recommended * Use V/i cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used Plate 5 JLj/VLi J. Jl/v^ Engineering Inc. TEL 760-471-1900 FAX 760-471-4965 UP DATE SOIL REPORT FOR La Costa South unit No. 1 Lot1 2400 La Costa Ave Carlsbad, CA 92009 APN# 216-160-01 DECEMBER 27, 2000 BY LANTEC ENGINEERING CO. 145 Vallecitos de Oro Suite B San Marcos, CA 92066 145 VALLECITOS DE ORO SUITE ' B SAN MARCOS CA 92069 Engineering Inc TEL 760-471-1900 FAX 760-471-4965 DATE:December 27, 2000 REFERENCE: 2400 La Costa Ave. Carlsbad Ca 92009 APN# 216-160-01 Lot 1 of the La Costa south unit 1 project SUBJECT: PROJECT: Soil and compaction report update A single-family existing lot The undersigned have reviewed the attached preliminary soil and compaction report as relates to the above referenced site. All geologic and engineering factors have been addressed. All conclusions and recommendations remain valid and shall be incorporated in to the final design and construction. Respectfully submitted; Kazem Zomorrodian R.C.E.# 43236 Enclosures Preliminary soil report by Benton engineering project # 682-2C Compaction report by Benton engineering project # 68-11-23D 145 VALLECITOS DE ORO SUITE "B" SAN MARCOS CA 92069 .*. f BENTON ENGINEERING, INC APPLIED SOIL MECHANICS FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO CALIFORNIA 92115 PHILIP HENKING BENTON kA«*«kft ' OA.Q. SAN DltOO 3833684 PRESIDENT - CIVIL ENGINEER fV\Ql Cfl O. 7OO LA MC«A 469 Rancho La Costa, Inc. Route 1, Box 2550 Encinitas, California Subject Project No. 68-2-2C La Costa South Unit No, 1 fast of the Intersection ot La Costa Avenue and El Camino Real San Diego County, California Gentlemen: CONCLUSIOxlS It is concluded from the field investigation and laboratory tests results that. 1 . Generally the existing natural soils which are to receive fill and/or one and two story residential dwellings are suitable for the safe support of the proposed loads, how- ever, the results of Held density tests ta*en in alluvial soils existing in certain drainage channels and low areas indicate that these upper soils are relatively soft or loose and would be considered unsuitable for the support of the proposed filled ground and dwellings. It is recommended that these soft or loose soils be removed under the direction of tfie soils engineer and the compacted filled ground placed on suitable supporting natural soils. Any loose or soft natural soils existing in shallow cut areas should also be removed and replaced with filled ground uniformly compacted to at least VO percent of maximum dry density . 2. Calculations, based on the results of the shear tests performed on undisturbed natural soils determined to be suitable for structural support, give a safe allowable bearing pressure of at least^QQ^^gyaa's P61" square foot for one foot wide footings founded at a depth of 1 foot below the undisturbed natural ground surface . 3. It is concluded from the results of the load-consolidation tests that the settle- ment of a one foot wide continuous footing loaded to 2000 pounds per square foot and founded on suitable firm natural soils is estimated to be less than 1/8 inch . 4. It is concluded from the results of the expansion tests that the silty clay and sandy clay soils encountered on the site would be considered to have sufficient expansion S1010 .17.85 Project Mo. 68-2-2C -2- Aterch 8, 1968 La Costa South Unit No. 1 potential to require special design of foundations and slabs. Either during or upon com- pletion of grading an inspection should be made of each lot to determine whether "expansive" soils exist in the upper 3 feet below fininshed grade. Where expansive soils exist for thiCK- n esses enough to cause adverse differential movements,then special recommendations will be presented for the construction of houses on these "expansive" soils. Conventional type foot- ings may be used where nonexpansive soils exist m the upper 3 feet below finished grade. It may be desirable to specify and provide for this condition during grading . 5. All of the soils may be satisfactorily compacted in the fill areas and, when compacted to at least 90 percent of maximum dry density, have a safe bearing capacity of 1510 pounds per square foot for one foot wide footings placed I foot below the compacted ground surface. The settlement of a one foot wide continuous footing placed on fill soils uniformly compacted to 90 percent of maximum dry dens-ty is estimated to be on the order of 1/3 inch . It is recommended that all soft or loose soils existing in proposed compacted filled ground areas be removed as required by the so'ls engineer and the compacted filled ground be placed on firm natural soils. Based on the results of the field investigation and laboratory tests the depths of this required removal would be 1.2, 4.5, 6 .0 and 5.5 feet, respectively, at Pits 1, 2, 3 and 4. , Recommendat,ons for the placement of filled ground are presented in the attached "Standard Specifications for Placement of Compacted Filled Ground, " Appendix AA. 6. A. Preliminary plans indicate that cuts on the order of 50 to 60 feet in height- are to be made on the south side of La Costa Avenue in the general vicinity of Eor-ngs 3, 4 and 5. It is concluded from the field investigation and the test data that these cuts be made no steeper than a slope ratio of 2 horizontal to 1 vertical. Relatively shallow cuts are indicated on the lot areas and these may be excavated on a 1 1/2 horizontal to 1 vertical for heights not to exceed 2<J feet. E. The ffl! sods, when uniformly compacted to at least 90 percent of maximum dry density in accordance with the approved specifications, will be stable with an adequate factor of safety when constructed on a 1 1/2 horizontal to 1 vertical slope. The maximum heights of fill slopes are estimated to be approximately 33 to 37 feet. If any soil types are encountered during the grading operation that were not tested in this investigation, addit'onal laboratory tests will be conducted in order to determine their physical characteristics, and supplemental reports and recommendations will automatically become a part of the specifications. The data presented on the attached pages are a part of this report. Respectfully submitted, - - ' BENTON ENGINEERING, INC. Reviewed by *K_ ^ Philip M. lienton, Civil Engineer By -^ t? ~tfL~**&*-- Distr- (4) Addressee R. C. Remer (2) Mclntire & Quiros, Inc. Attention: Mr. Gary Cumbey BENTON ENGINEERING IN*. (1) Rick Engineering ^Project No. 6b-2-2C -3- March 8, 1963 La Costa South Unit No. 1 DISCUSSION A preliminary soils investigation has been completed on the proposed La Costa South Unit No. 1 located east of the intersection of La Costa Avenue and El Camino Real in San Diego Count/, California. The objectives of the investigation were to determine the existing soil conditions and physical properties of the soils in order that engineering recommendations could be made for the grading and construction of houses on this unit. In order to accomplish these objectives, three borings were drilled with a truck-mounted drill rig and seven pits were excavated using a backhoe, field density tests were taken, undistuibed and loose bag samples were obtained, and laboratory tests were performed on these samples. The site is located on the south side of the valley extending easterly from the Batiquitos Lagoon northeast of Encinitas, California. The southerly portion of the i.ite may be described as gently rolling terrain while much of the north portion Is located on the steep sloping sides of the valley. Much of the upper land has been cultivated. The upper soils in the vafley and lower slope areas fn the north portion of the site are described by the U.S . Department of Agriculture as Alviso loam and huerhuero fine sandy loam. The major soil types encountered in the exploration borings and pits were silt/ sand, clayey sand, sand/ clay, and silty clay. Field Investigation Three borings, Numbers 3, 4 and 5, were drilled with a truck-mounted rotary bucket-type drill rig and seven exploration pits were excavated using a bacxhoe. The borings, were drilled during the same period as Borings 1 and 2 on La Costa Avenue between El Camino Real and La Costa South Unit No. 1. The approximate locations of the borings and pits on La Costa South Unit No. 1 are shown on the attached Drawing No. 1, entitled "location of Test Borings and Exploration Pits." The borings were drilled to depths of 46 to 51 feet below the existing ground surface and the depths of the exploration pits varied from 4 to 15.5 feet. A continuous log of the soils encountered was recorded at the time of excavation and is shown in detail on Drawing Nos. 2 to 10, inclusive, each entitled "Summary Sheet." The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chart. A simplified description of this classification system is presented in the attached Appendix A at the end of this report. Undisturbed samples were obtained in the borings at frequent intervals in the soils ahead of the drilling . The drop weight used for driving the sampling tube into thci soils was the "Kelly" bar of the drill rig which weighs 1623 pounds, and the average drop was 12 inches. The general procedures used in field sampling are described under "Sampling" in Appendix B. In-place field density tests were taken in Exploration Pits 1,2,3 and 4, using the sand dis- placement method, in order to evaluate the suitability of the soils in these areas for the support of filled ground . BCNTON ENGINEERING. INC Project No. 68-2-2C La Costa South Unit No. -4-MarchS, 1968 1 Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils In order to determine the dry density and moisture content. The results of these tests are presented on Drawing Nos. 2 to 10, inclusive. Consolidation tests were performed on representative samples in order to determine the load-settlement characteristics of the soils. The results of these tests are presented on Drawing Nos. 11 and 12, each entitled "Consolidation Curves." In addition to the above laboratory rests, expansion tests were performed on some of the clayey soils encountered to determine their volumetric change characteristics with change in moisture content. The recorded expansions of the samples are presented as follows: Boring Sample No. No. 3 4 4 5 3 Pit5 Pits Depth of Sample, in Feet 7 4 6 6 1 1 35.0-35.5 15.5-16.0 25.5-26.0 20.0-20.5 2.0- 3.0 1.0- 2.0 4.0- 5.0 Soil Description Silty clay Silty clay Clayey fine sand Silty clay Silty clay Fine to medium sandy clay Silty clay San Diego County Method Percent Expansion Under Unit Load of 144 Pounds per Square Foot from Opti- mum Moisture to Saturation Percent Expansion Under Unit Load of 500 Pounds per Square Foot from Air Dry to Saturation 6.19 7.23 1.27 7.15 7.30 6.12 5.90 Direct shear tests were performed on saturated and drained samples in order to determine the minimum angle of internal friction and apparent cohesion of the soils. The results of these tests are presented in the following tabulation: Boring 3, Sample 7 Depth: 35.0-35,5 feet Boring 4, Sample 8 Depth: 35.5-36.0 feet Boring 4, Sample 11 Depth: 50.5-51.0 feet Normal Load in kips/sq ft Shearing Resistance Kips/sq ft Angle of Internal Friction Degrees Apparent Cohesion ib/sq ft 0.5 2.0 0.5 1.0 2.0 0.5 1.0 2.0 1.26 2.06 1.55 2.69 5.07 1.08 2.24 3.22 28 40' 1000 400 370 Indicates reduced value. •CNTON ENGINEERING. INC ft-ofect No. 63-2-2C La Costa South Unit No. -5-March 8, 196b 1 Boring 5, Sample 5 Depth: 15.5-16.0 feet Boring 5, Sample 11 Depth: 40.5-41.0 feet Boring 3, Bag Sample 2 Depth: 6. 0-7.0 feer Boring 5, Bag Sample 1 Depth: 38.0-39.0 feet Pit 5, Bag Sample 2** Depth: 4.0-5.0 feet Pit 6, Bag Sample 4** Depth: 9.0-10.0 feet ** Normal Load in kips/sq ft 0.5 1.0 2.0 0.5 1.0 2.0 0.5 1.0 2.0 0.5 1.0 2.0 0,5 1.0 2.0 0.5 1.0 2.0 Shearing Resistance Kips/jq ft 1.07 1.45 1.69 2.65 3.34 5.45 0.82 1.08 1.30 0.59 1.02 1.69 2.76 2.34 3.14 0.43 0.92 1.41 Angle of Internal Friction Degrees 22.5 17.5 36 14 33.3 Apparent Cohesion Ib/jq ft 860 400* 660 250 10001 100 * Indicates reduced value. ** Indicates test sample compacted to 90 percent of maximum dry density. The general procedures used for the preceding laboratory tests are described briefly in Appendix B. Compaction tests were performed on representative samples of the soils to establish compaction criteria. The soils were tested according to a modified A.S .T.M. D 1557-58T method of compaction which uses 25 blows of a 10 pound hammer dropping 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot mold. The results of the tests are presented as follows: Boring Bag No. Sample 3 3 4 5 Depth in Feet 2,0- 3.0 6.0- 7.0 4.0- 5.0 38.0-39.0 Soil Description Silly clay Silty clay Silty fine sand Silty fine sand Maximum Dry Density Ib/cu ft 114.8 110.6 116.0 119.0 Optimum Mois- ture Content% dry wt 14.1 15.7 13.2 12.0 Continued on page six. •CNTON ENGINEERING, II, Project No. 68-2-2C La Costa South Unit No. 1 -6-March 8, 1968 Pit Bag Depth Soil No. Sample in Feet Description 1 1 2.0-2.5 Siltyclay 2 2 4.0-4.5 fine sandy clay 3 1 2.0-2.5 Clayey fine to medium sand 4 1 , 2.0-2.5 Clayey fine to medium 131.8 sand 5 1 1.0-2.0 fine to medium sandy clay 125.0 5 2 4.0-5.0 Silty clay 118.8 6 2 1.0-2.0 Silty fine sand 103,6 6 4 9.0-10.0 Silty fine sand 113,0 Maximum Dry Density Ib/cu ft 118.0 120.2 128.0 Optimum Mois- ture Content % dry wt 13.6 12.2 8.4 7.4 10.5 12.1 15.5 13.2 Atterberg Limit tests were performed on a representative sample of the iilty clay soil in accordance with A.S .T.M. D 423-61T and D 424-59. The results of these tests are presented as follows: Boring No. Sample No. Depth in Feet Soil Description 15.5-16.0 Siltyclay Liquid Limit 58.7 Plasticity Index 32.6 Group Symbol CH Un con fined compression tests were performed on representative samples of the silty clay soils and the results are presented below: Boring No. 3 5 5 Sample No. 10 7 13 Depth in Feet 40.5-41.0 20.5-21.0 45.5-46.0 Cohesion ib/sq ft (1/21 Un con fined Compressive Strength) 1380 670 4650 Using the lower values of internal angle of friction and apparent cohesion, and the Terzaghi Formula for local shtar failure, the safe allowable bearing pressures for the soils are deter- mined as follows: Local Shear Formula: Q1 =2/3 c N1 c +y D f N'q +y BN'r Assumptions: Continued on page seven (1) Continuous footing 1 foot wide = 2B (2) Depth of footing = 1 foot » Df •CNTON ENGINEERING, INC Project No. 68-2-2C -7- March 8, 1968 La Costa Sooth Unit No. 1 Undisturbed natural soils O = 22.5° c * 860lb/sq ft y * 120 Ib/cu ft N'c= 13.5 N'q= 6.0 N'y= 3.3 Q' = (2/3x860x 13.5+ 120 x 1x6.0+ 120 x 0.5 x 3.3) = 8,660 Ib/so. ft Q1 Safe = Q'-r3 (Factor of Safety) = 2,880 Ib/$q ft Rll soils compacted to 90% of maximum dry density 0 = 33° c = 100 Ib/sq ft y = 120 Ib/cu ft N'C21.5 N'q= 12.0 N1 =7.5 Q' = (2/3x 100x21.5+ 120x Ix 12.0 + 120x 0.5 x 7.5) = 3323 Ib/sq ft Q'Safe = Ql-r2.2 (Factor of Safety) = 1510 Ib/sq ft BENTON ENGINEERING, INC APPENDIX AA -3 - to compact the fill material to tfie specified densffy. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient trips to insure that the desired density has been obtained. The entire areas to be filled shall be compacted. (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 3 to 5 feet In elevation gain or by other methods producing satisfactory results. (f) Field density tests shall betaken by the soils engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. Field density tests may be taken at intervals of 6 Inches In elevation gain if required by the soils engineer. The location of the tests in plan shall be so spaced to give the best possible coverage and shall be taken no farther aparh than 100 feet. Tests shall be taken on corner and terrace lots for each two feet In elevation gain. The soils engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the com- pacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. (g) The fill operation shall be continued In six inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. 5. Inspection. Sufficient Inspection by the soils engineer shall be maintained during the filling and compacting operations so that he can certify that the fill was constructed in accordance with the accepted specifications. 6. Seasonal Limits. No fill material shall be placed, spread, or rolled if weather conditions Increase the moisture content above permissible limits. When the work is Interrupted by rain, fill operations shall not be resumed until field tests by the soils engineer Indicate that the moisture content and density of the fill are as previously specified. 7. Limiting Values of Nonexpanslve Soils. Those soils that expand 2.5 percent or less from air dry to saturation under a unit load of 500 pounds per square foot are considered to be nonexpansive. 8. All recommendations presented in the "Conclusions" section of the attached report are a part of these specifications. BENTON ENGINEERING INC BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS 6717 CONVOY COURT SAN DIEGO CALIFORNIA B21 11 PHILIP HENKING BENTONPMIUDKNT CIVIL KNCINEKH SOIL DESCRIPTION TELEPHONE <7M| B6B-tflSB APPENDIX A Unified Soil Classification Chart* COARSE GRAINED, More than half of moteriol Is larger than No. 200 sieve ** GROUP SYMBOL sjze. GRAVELS CLEAN GRAVELS More than half of coarse fraction is larger than No. 4 sieve size but smaller GRAVELS WITH FINES than 3 inches (Appreciable amount of fines) SANDS Morelhan half of coarse fraction is smaller than No, 4 sieve size CLEAN SANDS SANDSWITH FINES (Appreciable amount of fines) II. FINE GRAINED, More than half of material is smaller than No. 200 sieve size.** SILTS AND CLAYS Liquid Limit Less than 50 SILTS AND CLAYS Liquid Limit Greater than 50 GW GP GM GC SW SP SM SC ML CL OL MH CH OH TYP/CAL NAMES Well graded giavels, gravel-sand mixtures, little or no fines. Poorly graded gravels, gravel-sand mixtures, little or no fines. Silty gravels, poorly graded gravel- sand-silt mixtures. Clayey gravels,, poorly graded gravel- sand-cfay mixtures. Well graded sand, gravelly sands, little or no fines. Poorly graded sands, gravelly sands, Mttle or no fines. Silty sands, poorly graded sand-silt mixtures. Clayey sands, poorly graded sand-clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or ciayey-silt-sand mixtures with slight plasticity. Inorganic clays, of low to medium plas- ticity, gravelly clays, sandy clays, sllty clays, leon clays, Organic silts and organic sllty-clays of low plasticity, Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays, of high plasticity, fat clays. Organic clays of medium to high plasticity 111. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. BENTON ENGINEERING. INC. APPLIED SOIL MECHANICS FOUNDATIONS C717 CONVOY COURT SAN DIEGO CALIFORNIA 92111 PHILIP HENKING BENTON »MC*IOCNT CIVIL CNCINCCK TELEPHONE (7141 S* APPENDIX B Sampling The undisturbed soil samples are obtained by forcing a special sampling tube into the undisturbed soils at the bottom of the boring, at frequent intervals below fhe ground surface. The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutting tip on one end and a double ball valve on the other, and with a lining of twelve thin brass rings, each one inch long by 2,42 inches inside diameter. The sampler, connected to a twelve inch long waste barrel, is either pushed or driven approximately 18 inches Into the soil and a six inch section of the center portion of the sample is taken for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are taken to the laboratory in close fitting waterproof containers in order to retain the field moisture until completion of the tests. The driving energy is calculated as the average energy In foot-kips required to force the sampling tube through one foot of soil at the depth ait which the sample is obtained. Shear Tests The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation Is approximately 0.05 inch per minute. The machine is so designed that the tests are made without removing the samples from the brass Jiner rings in which they are secured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling. In some instances, samples are sheared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions. Consolidation Tests The apparatus used for the consolidation tests is designed to receive one of the one inch high rings of soil as ft comes from the field. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded a^ selected time intervals for each Increment, Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water. Expansion Tests One inch high samples confined In the brass rings are permitted to air dry at 105° F for at least 48 hours prior to placing into the expansion apparatus. A unit load of 500 pounds per square foot is then applied to the upper porous stone in contact with the top of each sample. Water Is permitted to contact both the top and bottom of each sample through porous stones. Continuous observations are made until downward movement stops. The dial reading is recorded and expansion Is recorded until the rate of upward movement is less than 1/10000 inch per hour. LU 03O z 1- UJa. u.UJa n 2 4 A— 8— 1C— 12- . 14- 16- lo 20- 22- 24- 26- 28— 30-SAMPLENUMBERnIt 1 ^ f ff / 1f f f/ fS f' f ff f z^jjp^ ^2 ^s sf f t• s s f f1 J ff f f ff ff ff f&? f f f ff ff f fs fJ* f / S ff f s f S f * X X-,• f 1f fs s $$£f f-f sf f , f f t-—^ S f s S S if f ^/:AW$ 1 SUMMARY SHEET ROPING NO 3 FLFUATION 16?' * Brown, Moist, Loose, Some Roots, Topsoil Yellow-brown, Moist, Medium \ Compact Light Yellow-brown, Moist, Firm, Some Sand Olive-green, Moist, Very Firm, Dip at 5.5' = 6° ro N 3° W Light Olive-green U Thin Cemented Sandstone Lens Yellow-gray, Moist, Very Firm, Lenses of Highly Cemented Sandstone Light Olive-^reen Continued o - Indicates Loose Bag Q - Indicates Undisturb * - The elevations pres by Rancho La Costa SILTYFINF. SAND S1LTYCLAY (Merges) SILTY FINE SAND n Drawing No. 3 Sample ed Drive Sample en ted for Borings 3, ' )DRIVE ENERGYFT KIPS/FT9.7 19.5 32.5 3:2.5 43.1 iandi UJ£I* $03^_j h- >-UJ VI (j,. u^ O Q s^ 11.9 17.9 13.4 10.0 11.9 j were &? CQ Q -• 122.2 112.2 120.1 123.0 121.1 furnii SHEARRESISTANCEKIPS/SO FThed ' PROJECT NO DRAWING NO Ap_9./>r BENTON ENGINEERING, INC. 9 VI £a 46- SUMMARY SHEET BORING NO 3(ConO Light Olive-green, Moist, ,Very Firm, Dip = 2° to N 3° W Yellow Brown Some Cemented Lenses Cemented Sandstone Yellow-brown, Slightly Moist, \Very Firm SILTY FINE SAND SILTY CLAY CEMENTED SANDSTONE y.O _ oc u_UJ -^,2 £^ L LU S > -Of "- O 25.0 29.2 -i t- >-m t/> ^ E O Q 17.8 18.0 12.7 t/iCO 109.5 111.2 121.6 a Z«O cflO PROJECT NO 68-2 -2C BENTON ENGINEERING, INC. DRAWING NO. * £ 3 L/> £ 8u o UJs<z CDO-» z itt- Ul Q. u.Ul O o 2- 4- 6- 8- 10- 12- — 16 18 20 22- 24- 26- 28- 30-SAMPLENUMBERs _/•f f ff f • , , . . • • . • &! *i#£v-J' .J* — 7 f f f J f J f f f f f f f f { f &fe ?=&£f ff ff ff ff f f Sf Sf f J S f f Sf f f s fXV I ' ' %Mf ff f s ff XX- f f Sf f is J f ff f Xs Ss ff ff f f S ^ • gg ^^wl^•/z/t &$ys^X*/*y^X'//•x*/*,•5/lXr SUMMARY SHEET BORING NO 4 FIFVATIONI 128' f Gray-brown, Very Moist, tSoft, Topsoil Yellow-brown, Moist, Medium Firm Yellow-brown, Moist, Medium Firm, Silty Clay Lenses at 5.0 Feet — Clayey Rne Sand Lenses Light Olive-green, Moist, Very Firm Dip = 5° to N20° W Yellow-brown, Moist, Very Firm Yellow-brown. Moist, Very Firm * I Thin Silty Clay Lens Continued or SILTY CLAY / CLAYEY FINE SAND (Merges) SILTY FINE SAND SILTY CLAY CLAYEY FINE SAND (Merges) SILTY FINE SAND i Drawing No. 5 DRIVE ENERGY|FT KIPS/FT 113.0 21.1 32.5 39.0 74.7 FIELDMOISTURE% DRY WT9 15 16 13 4 .4 .4 .8 14 PROJECT NO. 68_?_2C BENTON ENGINEERING, INC. .7 >-i- i- 5i "- i §.*- %of CD Q ~* 13.1 10.9 115.0 121.1 119.5 SHEARRESISTANCEKIPS/SQ FT.DRAWING NO 4 Q. u.UlQ UJ Ot _J Ula. to SUMMARY SHEET BORING NO. 4(Cnnt 03 Ul >_u ^ft:Z _ «ou/ i— «/t•*- — i/> Ul i Yellow-brown, Moist, Very Firm SILTYFINE SAND 65.0 13.4 122.0 34- 36-' 38- 40- 42 •/ / r Gray-brown, Moist, Very Compact / — Thin Silty Clay Lenses S Yellow-brown, Occasional Coarse Grains of Sand / 44- 46- s " .S s ,' /• 50-f 51- 50.0 7.J JI8.6 SLIGHTLYSILTY FINE TO MEDIUM SAND 50.0 10.8 127.0 50.0 9.2 122.0 5<LA .0 mA UJ£ CO O PROJECT NO. BENTON ENGINEERING, INC. DRAWING NO. m O z !r "*Q. u.UJ Q o 2 4 A g 10- 12 14- 16- 18- 20- 22 \ 2±- <•_ 26- 28- 30-SAMPLENUMBERf f y jf S_f__ .__/_~J' S f.. -^ J '..... jf S' S S 7~ fs /•</i ~:~j7~—~l f S^ s ^ S S~^ls ~~7~: S X ' /' /'f_ S J ,j?L-~S ~J s sf f . y fs fS fs ss sfs f/ Xf S ' S Sf f ™S?i* ~"T f fs s ,s s S ff / f / sS XX f .s sf f/ ff fs ss /m^5-3X Xf Ss s ss ss s/ s ss - sX X X S fs ff fS S ff f 7^y^ "-"j > •> X X S ff XX X S f fs s ' sn$F SUMMARY SHEET BORING NO. 5 FIFVATIQN 191* Brown-block, Moist, Soft, Topso! 1 Olive-green, Moist, Medium Firm Streak of White, Very Firm Light Olive-green, Streaks of White Thin Silty Fine Sand Lens Yellow-brown, Moist, Very Rrm, Slightly Silry Fine to Medium Sand Lenses and Some Coarse Sand Grains Below 24.0 Feet - Thin Silty Clay Lenses Cemented Sandstone Lenses Continued on Dra SILTY CLAY SILTY FINE SAND wing No. 7 DRIVE ENERGY!FT. KIPS/FT 114.6 16.2 n.4 19.5 75.0 ^J ^~ ^J ^D—t t— >- UJ l/t £^ 19.6 20.9 17.3 17.5 11.1 H- H- Z 3ui ^a -^ o 2 107.1 109.8 106.0 111.8 119.6 SHEARRESISTANCEKIPS/SO FTPROJECT NO. DRAWING NO 6R-2-2C BENTON ENGINEERING, INC. A COo z t- LUa. u.UJ O an — 32- 34- 36- 38- 40- — 41- 42- 44 4A— 48- 50- 51—SAMPLENUMBERg£ I 1 £ g ^ ^^ ^ ^1 X • ^/^ AJ */ XV A•/ ^ ^ X^^ ^v /* f y^V X;* /• /• ^^^ +s X J :,jl.-,,f.. Hmr y*'**vl ^^ ^vC/1 /^ SUMMARY SHEET BORING NO 5(Cont.) Yellow-brown, Moist, Very Firm Olive-green, Moist, Very Firm, Dip = 2° toN40° E Gray-brown, Moist, Very Compact, Some Coarse Sand Grains SILTY FINE SAND (Continued) SILTY CLAY SILTY FINE TO MEDIUM SAND DRIVE FNPPGYFT KIPS/FT32.5 6-7.5 57.5 513.3 24.7 FIELDMOISTURE% DRY WT11 JO 8 13 20 PROJECT NO 6B-2-2C BENTON ENGINEERING, INC. .7 .2 .9 .1 .2 H- t— ^J ^t >- */»ae cao -* 119.1 122.1 109.9 120.2 108.8 ui i_;U C. aeZ«O Ul — DRAWING NO. 7 03O Z is££LUQt c 2- a. a ££ O^z SUMMARY SHEET PIT ELEVATION Gray-brown, Moist, Loose, \Some Roots, Recent Alluvium jj Gray-black, Very Moist, Soft, Moist, Firm Below 1.2 Feet, Very Firm at 4.0 Feet CLAYEY FINE TO MEDIUM SAND / SILTY CLAY 15.1 S = 102.1 H t-1 U Lk« Z -«oi- y»I v> Wt M PIT NO. ELEVATION 88.0' Gray-black, Moist, Soft, Some Roots Light Gray-brown, Very Moist, Soft, Scattered Chunks of Gray Stlty Clay Light Brown, Moist, Firm FINE SANDY CLAY SILTY FINE SAND / 17.2 12.6 92.0 89.5 PIT NO. ELEVATION 34.0' T _Light Brown, Moist, Loose \Brown, Very Moist, Soft Brown, Very Moist, Loose, Scattered Gravel and Pea Gravel at 3.0 Feet, 20-30% Pea Gravel and Gravel Below 4.0 Feet Dark Brown, Very Moist, Medium Firm, Very Firm Below 7.0 Feet Brown, Very Moist, Very Firm SILTY FINE SAND SILTY CLAY CLAYEY FINE TO MEDIUM SAND FINE SANDY CLAY (Merges) SILTY CLAY 14.0 15.1 14.7 100.7 105.3 110.7 A - Indicates location of in-place field density test - Indicates loose bag sample - The elevations shown for the exploration pits were determined by interpolating between the contours shown on the grading plans prepared by Mclntire & Quiros, Inc. Zo £§ I0. D£ U 86.7 76.5 74.4 78.7 82.4 PROJECT NO 68-2-2C BENTON ENGINEERING, INC DRAWING NO. UJ5 a.uiO 0- 2- 4- 6- UJ ACZi ujQ. a SUMMARY SHEET PIT NO 4 34.Q1ELEVATION ae03*-i h- >UJ 1/1 a E o 03 t* Z«q UJ I- V\ u Ju. OL LU B^o^w^/ Very Moist, Loose, Roots CLAYEY FINE TO MEDIUM SAND Dark Brown, Very Moist, Loose CLAYEY FINE TO MEDIUM SAND 13.6 106.1 80.7 ''/Vt^i*vg."j!i Dark Brown, Very Moist, Loose, 70-80% Pea Gravel and Gravel Below 3 Feet CLAYEY FINE TO MEDIUM SANDY GRAVEL {f *f \ Brown, Very Moist, Very Rrm SILTYCLAY PIT NO. 5 ELEVATION 76.01 0- 2 4- 6- Dark Brown, Moist, Loose, Topsoi 1 Brown, Moist, Firm, Scattered , Gravel, Some Medium to Coarse Sand Grains, Flecks of Rust and White at 1.0 Foot, Slightly Moist and Very Firm Below 2.0 Feet, Some Gravel Below 3.0 Feet SILTY FINE SAND FINE TO MEDIUM SANDY CLAY CO O PROJECT NO. 68-2-2C BENTON ENGINEERING, INC.DRAWING NO. 9 aaO 10-.> 12- 15- SUMMARY SHEET PIT MQ 6 ELEVATION 248.Q' Dark Brown, Moist, Loose, Clay Binder Light Brown, Moist, Very Compact, Fractured, Gray S freaks With Rust and Yellow Light Brown-gray, Moist, Very Compact, Lightly Cemented — Silty Fine Sand Lenses Light Brown, Moist, Very Firm Gray Slightly Silty Fine Sand Lenses With Rust Streaks SILTY FINE SAND SLIGHTLY SILTY FINE SAND SILTY FINE SAND ENERGYa 3 UJ t/l12 ae to u ,_:u!Z* z _«OLU t— </* X *« •**• ««^£UJ _ PIT NO. ELEVATION 242.0' U 2- 6- 8- 0- 2- <U- /4 •/"/• ' |p >O^< '.^•.'/•''j * J r ^ P Light Brown-gray, Moist, Firm, Fractured, Very Firm Below 1.0 Foot, Yellow Streaks at 2 .0 Feet, Rust Streaks at 3.0 Feet - Highly Cemented Sandstone Lens Light Brown-gray, Moist, Very Compact, Lightly Cemented, Silty Fine Sand Lenses Light Brown, Moist, Very Firm, Gray, Slightly SNty Fine Sand Lenses With Rust Streaks SILTY FINE SAND SLIGHTLY SILTY FINE SAND SILTY FINE SAND PROJECT NO. BENTON ENGINEERING, INC. DRAWING NO. in CONSOLIDATION - PERCENT OF SAMPLE THICKNESS+ + + +ro — o — o — • *o oj j*.— — — * O2 "N > , ^-. ^^ CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 04 06 08 10 3 46 N -— ^-^ ^-^ PROJECT NO. N — -^ K^^~~~. "** X — ^ - — | \ — ^ -^ N — — -^. — . X ^ -^ ^ •— c -J X,^^ i \ ^ —^-, i \\ i K^ "t" ^^^ \ ^n^,i 6 10 16 Remo of Me Densi Remo of Me Dens! o Indicates percent consolidation at field moislure • Indicates percent consolidation after saturation BENTON ENGINEERING , INC Boring 3 Bag 1 Depth 2-3' ded to 90% ix i mum Dry ty Boring A Bag 1 Depth 4-5' ded to 90% ximum Dry Jy DRAWING NO. 1 1 o Z ^£ om 2. 8u tu 03 O CONSOLIDATION - PERCENT OF SAMPLE THICKNESSro — • o to — . o•.- -. Oz > — - — L — - — ^ CONSOLIDATION CURVES LOAD <N KIPS PER SQUARE FOOT 04 0608(0 2 4 6 8 10 16 — -- - 1 — — - . — - — •— ^ — PROJECT NO. 68-2-2C - — ~- — , ""•••- ^ ---i — • — - ---^ - — "- ~ • n •^- h -^^. — . -^ i — - ^ ^ ^^ >^^^ 1 j ^^~-\i ^ Boring 5 Bag 1 Deoth 38-39' Remolded to 90% of Maximum Dry Density ' Pit No. 6 Bag 4 Deoth 9-10' Remolded to 90% of Maximum Dry Densiry o Indicates percent consolidation at field moisture • Indicates percent consolidation after saturation BENTON ENGINEERING , INC . DRAWING NO. 12 V > /X \ 9^Jtj7.J '{£&*£ ( X yf 33 340 /ff 'tfy \ / 5, 9J & C ' PROJECT NO. £$-?-£ C BENTON ENGINEERING, INC. DRAWING NO. \ 7 f 7,1 3 1 6 ZcO ; 700 3i c - 3V . 7 /' j'J 9 f 6 ' 3 r ' t'/J ~5 * / 56 PROJECT NO BENTON ENGINEERING, INC. DRAWING NO SI- 5, 6*+ ). A. PROJECT NO -^ C BENTON ENGINEERING, INC.DRAWING NO BENTON ENGINEERING. INC. APPLtED SOIL MECHANICS FOUNDATIONS 6717 CONVOY COURT SAN DIEGO CALIFORNIA 92111 PHILIP HENKING BENTON PM«l«WT - CIVIL BNGIN*E* TELEPHONE (7l4t 585-1BBB APPENDIX AA STANDARD SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILLED GROUND 1. Genera) Description. The objective is to obtain uniformity and adequate internal strength in filled ground by proven engineering procedures and tests so that the1 proposed structures may be safely supported. The procedures Include the clearing and grubbing, removal of existing structures, preparation of land to be filled, filling of the land, the spreading, and compaction of the filled areas to conform wfth the lines, grades, and slopes as shown on the accepted plans. The owner shall employ a qualified soils engineer to inspect and tost the filled ground as placed to verify the uniformity of compaction of filled ground to the specified 90 percent of maximum dry density. The soils engineer shall advise the owner and grading contractor Immediately ff any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures are taken necessary to comply wifn the specifications. It sholl be the sole responsibility of the grading contractor to achieve the specified degree of compaction. 2. Clearing, Grubbing, and Preparing Areas to be Filled. (a) All brush, vegetation and any rubbish shall be removed, piled, and burned or other- wise disposed of so as to leave the areas to be filled free of vegelation and debris. Any soft, swampy or otherwise unsuitable areas shall be corrected1 by draining or removal, or both. (b) The natural ground which Is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6U), and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. (c) Where fills are made on hillsides or exposed slope areas, greater fhan 10 percent, horizontal benches shall be cut into firm undisturbed natural ground In order to provide both lateral and vertical stability. This Is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the eleva- tion of the toe stake placed at the natural angle of repose or design slope. The soils engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope. APPENDIX AA -2 - (d) After the natural ground has been prepared, it shall then be brought to the proper mois- ture content and compacted to not less than ninety percent of maximum density in accordance with A.S.T.M. D-J557-66T method rhat uses 25 blows of a 10 pound hammer falling from 18 Inches on each of 5 layers in a 4" diameter cylindrical mold of a l/30th cubic foot volume 3. Materials and Special Requirements. The fill soils shall consist of select materials so graded that af least 40 percent of the material passes a No. 4 sieve. This may be obtained from the excavation of banks, borrow pits of any other approved sources and by mixing soils from one or more sources. The material uses shall be free from vegetable matter, and other de- leterious substances, and shall not contain rocks or Jumps of greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with inadequate strength or other unacceptable physical characteristics are encountered, these shall be disposed of in waste areas a* shown on the plans or as directed by the soils engineer. If during grading operations, soils not encountered and tested in the preliminary Investigation ore found, tests on these soils shall be performed to determine their physical characteristics. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications. The testing and specifications for the compaction of subgrade,sub-base, and base materials for roads, streets, highways, or other public property or rights-of-way shall be in accordance with those of the governmental agency having jurisdiction. 4. Placing, Spreading, and Compacting fill Materials. (a) The suitable fill material shall be placed in layers which, when compacted shall not exceed six inches (6"). Each layer shall be spread evenly and shall be throughly mixed during the spreading to insure uniformity of material and moisture in each layer. (b) When the moisture content of the fill material is below that specified by the soils engineer, water shall be added until the moisture content is near optimum as specified by the soils engineer to assure thorough bonding during the compacting process. (c) When the moisture content of the fill material is above that specified by the soils ergineer, the fill material shall be aerated by blading and scarifying or other satis- factory methods until the moisture content is near optimum as specified by the soils engineer. (d) After each layer has been placed, mixed and spread evenly, It shall be thoroughly compacted to not less than ninety percent of maximum density in accordance with A.S.T.M. D-1557-66T modified as described in 2 (d) above. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of compaction equipment, such as vibratory equipment that is specially designed for certain soil types. Rollers shall be of such design that they will be able LEGEND indicates Approximate Location of Compacted Filled .©-—• indie Af>r**anmate Cut-Pi'1 ' fn* . Indicate j, ,.,/v-- - Fill Slope — indicates 4pprox//hu,e foe of Compacted Fill 5/qpe -"• if fillIndicates Approximate ' indicate* ,J(*aticn of C'Jt Slope M^-Jified During lie cares Approximate Location of Test Boring u //o/v_ indicates Approximate Location of Ni'ON c,*iGINJ£ERiNG. INC L ! " O R N 1 LOCATION OF COMPACTED FILLED GROUND LA COSTA SOUTH UNIT NO SAN DIEGO COUNTY, CALIFORNIA 6-IZ-69 68-11 23 D 68 2 2 C BENTON ENGINEERING. INC. APPLIED SOIL MECHANICS FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO CALIFORNIA 92115 PHILIP HENKING B6NTON PHESIDCNT CIVIL ENGINE!*April It, 1969 SAN Dicco 5*3-5694 LA MCSA 46B-S6S4 Ranch o La Cos ha, Inc. Route 1, Box 2550 Encinitos, California 92024 Subject:Project No. 68-11-230 Results of Field Density Tests Taken In Backfill Soils La Costa Avenue »4 Costa South Unit No. 1 \ Du&) San Diego County, California Gentlemen: This is to report the results of eight field density tests taken in soils placed as backfill over storm drains in La Costa Avenue during the period between March 17 and April 1, 1969. The approximate locations at which the tests were taken and the final test results are pre- sented in the following tabulation: Maximum * Test No. 140 141 142 214 274 275 276 286 Approx- imate Location Opposite 3/4 Lot Line Opposite 3/4 Lot Line Sta. 3H40 Sto. 30*90 Opposi te Lot 23 Parking Area Opposi te 23/24 Lot Line Opposite 24/25 Lot Line Opposite 24/55 Lot Line Depth Field Moisture of Test % 1 foot top of 1 foot top of 1 foot top of Hoot top of 1 foot top of 1 foot top of 1 foot top of 1 foot top of above pipe above pipe above pipe above pipe above pipe above pipe above pipe above pipe 17 14 15 13 13 14 14 19 dry wt .4 .2 .5 .9 .8 .1 .9 .2 Dry Density ib/cu ft 105 111 108 109 109 105 112 111 .0 .4 .1 .3 .5 .4 .9 .0 Dry Density Ib/cu fl> 114.3 114.8 112.9 114. 8 113.0 108.3 120.6 116.0 Percent Compaction Remarks 92 97 96 95 97 97 93 95 .0 .1 .0 .2 .0 .3 .7 .7 Reworked Check on* 140 Reworked Check on *276 * Some of the maximum dry densities shown are combinations of two or more types of soil S1010 Project No. 68-11-23D -2- April 11, 1969 La Costa Avenue La Costa South Unit No. 1 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of me major fill materials as determined by me A.S.T.M. D 1557-66T method, that uses 25 blows of a 10 pound hammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder/ are presented as follows: Maximum Optimum Mois- Dry Density tore Content Soil Type Ib/cu ft % dry wt Dark gray si I ty clay 118,0 13.6 Greenish gray si fry clay 110.6 15.7 Yellow-brown si I ty fine sand 116.0 13.2 Yellow-brown sflty clay 7U.8 U.I Ligh t brown si I ty fine sand 113.0 13.2 Light brown siIty fine sand 103.6 15.5 Brown si try fine sand 120.6 10.5 Respectfully submitted, BENTON ENGINEERING, INC. Philip H. Benton, Clvifrnglneer Distr: (1) Addressee (1) San Diego County Engineering Department Mr. Jack Kellhofer BENTON ENGINEERING. INC BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO CALIFORNIA 92115 PHILIP HENKING BENTON I.._*OO 1OZO BAN DliGO 5«3-S65* PRESIDENT . CIVIL ENGINEER JUflC &O, I TO 7 LA MK»A 469-S6&4 Rancho La Costa/ Inc. Route 1, Box 2550 Encinitas, California 92024 Subject: Project No. 68-11-23D Final Report on Compacted Filled Ground La Costa South Uhit No. I Rancho La Costa, California Gentlemen: This is to report the results of tests and observations made in order to inspect the compaction of filled ground placed on certain areas of Lots 1, 3 to 7, inclusive, 14 to 25, inclusive, 34 to 39, inclusive, 43 to 46, inclusive, 54 to 58, inclusive, 62 to 72, inclusive, 82, 83, 84, 86, 87, 89, 90, 110 to 120, inclusive, 122, 123, 131, 132, 151 to 154, inclusive, 166 to 177, inclusive, 181 to 184, Inclusive, and Portions of La Costa Avenue, Navarra Drive, Viejo Castillo Way, Nuevo Castillo Way, Seville Way, Levante Street, Galicia Way, and La CoruTta Place, La Costa South Unit No. 1, Rancho La Costa, California. The fills were placed during the periods between February 4, 1969 and May 2, 1969. The approximate areas and depths of filled ground placed under our inspection in accordance with the approved specifications are shown on the attached Drawing No. 1, entitled "Location of Compacted Filled Ground. " The grading plan used for the placement of filled ground way prepared by Me In tire & Quiros, Inc. dated January, 1968. ' The approximate locations at which the tests were taken and the final test results are presented on page Nos.4 to 19, inclusive, under the "Table of Test Results." The laboratory determina- tions of the maximum dry densities and optimum moisture contents of the major fill materials are presented on page No. 20, under the "Laboratory Test Results." Somo of the maximum dry densities shown In the "Table of Test Results" were combinations of these. The tests were taken during the weekly periods Indicated below: Test Number Week Ending 1 to * 8, inclusive February 8, 1969 9 to 29, inclusive February 15, 1969 30 to 37, Inclusive February 22, 1969 38 to 89, Inclusive March 8, 1969 90 to 139, inclusive March 15, 1969 140 to 191, inclusive March 22, 1969 192 to 257, inclusive March 29, 1969 Continued on page two. Project No.68-H-23D -2- June 23, 1969 La Costa South Unit No. 1 left Number Week Ending 258 to 352, Inclusive April 5, 1969 353 to 433, Inclusive April 12, 1969 434 to 461, inclusive April 19, 1969 462 to 485, inclusive April 26, 1969 486 to 506, inclusive May 3, 1969 The final results of tests and observations indicate that the compacted flll«rd ground has been placed at 90 percent of the maximum dry density or greater. It has been determined that the fill materials, compacted to 90 percent of the maximum dry density, have a safe bearing value of at least 15 10 pounds per square foot for one foot wide continuous footings founded at a minimum depth and placed five feet or more inside the top of compacted fl lied ground slopes . If footings are placed closer to the exposed slopes than 5 feet Inside the top of compacted filled ground slopes, these should be deepened one foot below a 1 1/2 horizontal to 1 vertical line projected outward and downward from a point 5 feet horizontally Inside the top of compacted filled ground slopes. Tests Indicate that the compacted filled ground Is adequate to satisfactorily support the proposed one and two story wood frame dwellings without detrimental settlement*. In our report of the original investigation conducted at this subdivision, (FVoject No. 68-2-2C dated March 8, 1968), we stated that some sifty clay and sandy clay soils had been found on the site that were expansive, and we recommended that each lot be inspected during or after grading to determine those lots In which such expansive soils exist within 1+ie upper 3.0 feet. Tnls has been done, and me following lots have been found to contairtppttnrJolly expansive? soils within the upper 3.0 feet. ~ "" -—•-— -""* LotNos. LotNos. ttTO?; inclusive Lot Nos . Cj>o 184, inclusive It is recommended that the following special design precautions be taken for the houses to be constructed on the above-listed lots: 1. Isolated Interior piers should not be used. Continuous footings should be used throughout, and these should be placed at a minimum depth of two fee KB* tow? ., . j * .!!**! i e Ji»/.*— -J'kA. - ^* --- **P - •*- *the lowest adjacent exterior final ground surface. • 2. Reinforce and interconnect continuously with steel bars all interior and exterior footings with I»&?4"ba>$ at 3 inches above the bottom* of all footings and ftto?L* _-mln!Sr*^L ** "*-* I ~ ' '94 bare placesTr'l/'Ztnches below thettop'of the stems' of th«i footings. *t*iLfc ««L •— jUkjwJ^j - •• *•% ~£*f * f • 3. Use raised wood floors that span between continuous footings, or reinforce all concrete slabs wtth 6x6- 10/10 woven wire fabric, and provide a minimum of 4 Inches of clean sand beneath all concrete slabs. Provide ci moisture barrier 2 inches below slabs under living areas. QENTON ENGINEERING INC Prefect No. 68-11-23D -3- June 23, 1969 La Costa South Unit No. 1 4/ Separate garage slabs from perimeter footings by 1/2 inch thickness of - construction felt or equivalent, to allow independent movement of garage slabs relative to perimeter footings. 5J Provide positive drainage away from all perimeter footings Vo a horizontal y distance of at least 6 feet outside the house walls. In addition to the filled ground placed and Inspected within La Costa South Unit No. 1, there was an area of fill approximately 180 feet east of the east end of Navarre Drive . This area is shown on Drawing No. 1, and the tests taken within the area are Test Nc*. 257, 258, 264 and 270. Respectfully submitted, BENTON ENGINEERING, INC. By M. V. Pothler, Civil Er^ineer Distr: (4) Addressee (2) Mclntlre & Quiros, Inc. Attention: Mr. Gary Cumbey (1) Rick Engineering (2) San Diego County Building Inspection Vista, California -mailed 1-9-70 BENTON ENGINEERING INC Project No. 68-11-23D La Costa South Unit No. 1 June 23, 1969 TABLE OF TEST RESULTS Test No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Approx- imate Location or Lot No. La Costa Ave . Sta. 33+00 La Costa Ave . Sta. 34463 La Costa Ave . Sta . 35+25 La Costa Ave . Sta . 35+50 La Costa Ave . Sta. 34+50 La Costa Ave . Sta. 33+50 La Costa Ave . Sta. 32+00 La Costa Ave « Sta . 35+63 La Costa Ave . Sta . 33+63 La Costa Ave . Sta. 36+00 3 55 La Costa Ave . Sta . 32+50 La Costa Ave . Sta. 34+00 La Costa Ave . Sta. 30KJO La Costa Ave . Sta. 30+00 3 4 3 4 3 La Costa Ave . Opp. 3 & 4 4 Depth of Fill at Test In Feet 1 3 2 6 7 5 1 10 9 4 2 2 5 11 2 4 4 1 8 5 12 2 9 Field Moisture % dry wt 10.4 . 15.8 11.7 19.5 19.8 16.5 16.9 17.1 17.1 ?7.6 19.2 14.7 15.7 16.2 16.7 17.8 20.2 16.2 15.1 15.7 17.6 18.6 16.2 Dry Density Ib/cu ft 111.5 103.3 IT2.5 102.4 103.7 101.5 108.4 99.8 105.9 107.3 103.3 112.5 108.4 109.5 108.2 106.8 103.1 100.6 107.2 108.3 100.0 100.8 100.7 Maximum Dry Density Ib/cu ft 120.2 114.8 119.0 113.0 114.7 110.6 114.8 110.6 114.0 114.0 114.8 122.3 114.0 114.0 116.0 114.1 114.3 116.5 116.5 120.2 110.6 110.6 110.6 Percent Compaction Remarks 92.8 90.1 94.6 90.7 90.5 91.8 94.6 90.1 92.8 94.3 90.0 92.0 95,0 96.2 93.2 93,7 90.2 86.4 Reworked 92.2 Check on '18 90.1 90.5 91.2 91.8 BENTON ENGINEERING tNC Project No. 68-11-23D La Costa South Unit No. 1 -5- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Approx- imate Location or Lot No. 24 24 23 24 23 24 25 23 22 21 24 22 La Costa Ave . Opp. 24&25 20 5 6 La Cot ta Ave . Sta. 35+00 La Costa Ave . Sta. 33-KX) 2 4 La Costa Ave . Sta. 34+00 La Costa Ave . Sta. 32+00 5 3 La Costa Ave . Opp. 4 &5 La Costa Ave . Sta. 36+00 La Costa Ave . Sta. 34+00 La Costa Ave . Sta . 32+00 Depth of Fill at Test in Feet 2 2 4 6 8 10 1 12 1 1 14 5 3 1 2 2 14 13 16 13 15 9 6 20 6 8 19 13 Field Moisture %dry wt 17.5 14.8 14.7 14.7 16.7 22.5 10.8 14.4 16.0 16.5 16.0 16.8 18.9 14.9 16.0 15.7 14.4 14.1 13.5 15.6 12.0 12.4 11.9 14.4 15.5 10.8 12.3 12.5 Dry Density !b/cu ft 97.3 107.8 109.2 108.2 99.5 100.0 105.8 103.9 100.6 103.0 103.9 107.0 100.4 104.6 110.4 108.0 111.0 111.2 105.1 110.6 112.2 112.2 110.1 113.5 108.6 103.5 109.3 109.3 Maximum Dry Density Ib/cu ft 110.6 118.0 118.0 118.0 no .6 110.6 116.0 114.8 110.6 110.6 113.3 118.0 110.6 114.8 119.0 119.0 119.0 119.0 114.8 119.0 119.0 • 119.0 119.0 119.0 119.0 114.8 119.0 119.0 Percent Compaction Remarks 88.0 91.4 92.6 91.7 90.0 90.3 91.2 90.5 91.0 93.2 91.6 90.6 90.8 91.2 92.8 90.8 93.2 93.4 91.5 93.0 94.2 94.2 92.6 95.3 91.3 90.1 91.9 91.8 Reworked Check on '24 Finished Grade 8E.NTON ENGINEERING INC Project No. 68-11-23D La Costa South Unit No. -6-June 23, 1969 TABLE OF TEST RESULTS (CQNT.) Test No. 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 Approx- imate Location or Lot No. 6 4 La Costa Ave . Sta. 35+00 La Costa Ave . Sta . 33+00 La Costa Ave . Sta. 34+00 3 5 La Costa Ave . Opp. 4&5 La Costa Ave . Opp. 4 &5 25 23 83 86 &87 La Costa Ave . Sta. 36+00 La Costa Ave . Opp, 3 & 4 La Costa Ave . Opp. 36+00 24 La Costa Ave . Opp. 4 &5 22 7 La Costa Ave . Opp. 24 & 25 La Costa Ave . Opp. 24 & 25 7 184 83 83 83 86 &87 83 Depth of Fill at Test in Feet 6 17 18 17 23 24 10 10 12 5 16 1 2 12 14 16 18 16 9 4 7 6 8 2 3 5 7 4 7 Field Moisture % dry wt 13.0 12.4 15.8 10.7 10.7 19.5 12.0 14.9 17.6 15.0 13.5 14.8 10.8 11.7 15.9 13.7 12.7 14.5 13.7 13.7 18.6 16.8 13.7 19.2 18.0 15.3 12.1 11.1 13.9 Dry Density ib/cu ft 104.7 107.7 101.9 106.3 109.5 97.8 107.6 105.8 106.8 104.4 107.6 98.5 104.8 110.2 107.2 109.1 107.6 112.4 109.0 110.4 99.9 102.8 103.8 101.8 98.1 99.7 76.1 103.3 104.2 Maximum Dry Density Ib/cu ft 114.8 119.0 110.6 119.0 119.0 110.6 119.0 114.8 114.8 114.8 119.0 108.3 113.0 119.0 119.0 119.0 • 119,0 119.0 119.0 119.0 110.6 110.6 110.6 110.6 108.3 108.3 103.6 113.0 113.0 Percent Compaction 91.4 90.5 92.1 91.0 92.0 88.4 R 90.4 92.0 93.0 91.0 90.4 90.8 92.9 92.6 90.2 91.7 90.4 94.5 91.6 92.8 90.4 92.9 93.8 92.2 90.6 92.1 73.5 Ri 91.4 92.3 C Remarks Reworked Reworked Check on *78 BENTON ENGINEERING INC Project No. 68-11-23D La Costa South Unit No.1 -7-June 23, 1969 TABLE OF TEST RESULTS (CONT.) Test No. 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 Approx- imate Location or Lot No. 21 17 19 20 23 La Costa Ave . Opp.24&25 184 64 176 La Costa Ave . Opp. 24&25 La Costa Ave . Opp. 24 & 25 83 La Costa Ave. Opp. 86 &87 83 82 84 83 65 184 67 & Vie jo Castillo Way 176 69 184 64 182 68 175 65 183 66 La Coruna Place 70 175 71 AViejo Catilla Way 173 184 183 Depth of Fill at Test in Feet 5 1 1 5 20 11 4 2 2 15 19 11 6 13 3 1 17 4 6 4 6 2 8 6 2 2 4 8 4 4 4 4 8 4 4 12 8 Field Moisture %dry wt 14.9 13.8. 13.5 21.4 14.9 14.8 16.2 15.4 13.3 17.3 16.8 14.8 13.4 13.9 17.5 13.3 16.0 15.4 9.1 14.8 16.9 12.3 18.2 19.1 14.3 12.0 11.1 15.3 15.0 17.4 14.3 16.1 15.4 19.3 15.1 13.3 13.7 Dry Density Ib/cu ft 99.5 107.1, 104.3 102.8 106.3 104.5 102.8 105.9 104.6 105.6 106.8 103.4 105.8 105.4 104.8 97.6 105.8 99.0 101.3 99.6 100.9 98.2 105.7 101.9 96.6 94.9 102.8 103.6 105.7 103.3 105.7 105.7 96.5 95.7 101.5 106.6 104.6 Maximum Dry Density Ib/cu ft 110.6 119.0 114.8 113.0 114.3 114.3 111.5 115.5 115.5 114.8 114.8 110.8 116.0 116.0 113.0 108.3 115.5 109.0 108.3 109.0 109.8 108.3 114.8 113.0 103.6 103.6 113.0 113.3 113.3 113.3 110.6 117.0 103.6 103.6 110.8 116.0 110.6 Percent Compaction Remarks 90.0 90.1 91.0 91.0 93.2 91.4 92.2 91.9 90.6 92.0 93.2 93.4 91.3 91.0 92.8 90.1 91.6 Finished Grade 90.8 93.6 91.4 92.0 90.7 92.1 90.1 93.3 91.6 91.2 91.5 93.4 91.3 95.4 90.3 93.0 92.4 91.6 92.0 94.5 Project No. 68-11-23D La Coita South Unit No. 1 -8- TABLE OF TEST RESULTS (CONT.) , 1969 Test No. 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 Approx- imate Location or Lot No. 174 173 168 70 68 67 & VI* jo Camilla Way 123 70 89&90 89&90 123 172 89&90 89&90 123 173 174 173 174 24 22 21 La Costa Ave . Opp. Lot Line 3&4 La Costa Ave . Opp. Lot Line 3&4 La Cos ta Ave . Sta. 31*40 3 4 6 5 7 6 7 3 Depth of R!t Reid at Test Moisture fn Feet % dry wt 4 8 2 8 6 8 2 12 2 4 4 2 6 8 6 8 8 12 12 22 13 9 1 ' over Struct. 1 ' over Struct. - 24 21 10 14 12 14 16 28 18.8 19.2 17.3 19.1 21.8 17.3 13.5 12.7 8.5 16.6 10.2 15.4 14.6 10.6 12.5 13.3 12.7 13.9 15.0 13.4 16.6 11.9 17.4 Backfill 14.2 Backfill 15.5 14.7 15.9 14.1 13.8 18.1 15.8 J7.9 14.5 Dry Density Ib/cu ft 98.5 100.5 103.4 101.2 99.0 103.1 105.9 99.9 95.8 102.2 96.7 110.3 103.9 99.3 102.2 102.1 105.9 95.1 98.6 101.7 102.3 99.8 105.0 111.4 108.1 103.6 106.4 106.0 105.1 109.0 102.6 107.4 114.8 Maximum Dry Density Ib/cu ft 109.2 109.2 114.2 109.2 109.2 114.2 113.0 111.2 103.6 108.3 103.6 116.8 113.0 108,3 1)3.0 113.0 116.0 103.6 108.3 110.6 110.6 108.3 114.3 114.8 112.6 110.6 112.6 110.6 110.6 118.0 110.6 117.0 116.0 Percent Compact/on Remerks 90.3 92.0 90.6 92.6 90.6 90.3 93.8 90.0 92.4 94.4 93.3 94.5 92.0 91,7 90.6 90.3 91.3 91.7 91.0 92.0 92.5 92.0 92.0 Reworked 97.1 Check on '140 96.0 1' over Struct. Backfill 93.6 Check on '57 94.6 95.8 95.0 92.4 92.8 91.8 99.0 BENTON ENGINEERING INC Project No. 68-11-23D La Ccwta South Unit No. 1 -9- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 Approx- imate Location or Lot No. 5 7 23 24 22 21 20 19 18 17 17 17 54 55 54 55 54 55 56 54 Navarra Drive Opp. 54&5S 56 62 Vie |o Castillo W Sta.3+71 55 Navarra Drive Opp. 55 62 Depth of Fill* Field at Test Moisture In Feet % dry wt 18 20 24 26 21 17 13 5 3 3 5 7 2 4 6 8 10 12 2 14 4 6 2 .2 16 8 2 ViejoCastillaW. 2 Sta.4+71 62 34 57 54 Navarra Drive Opp . 54 & 55 4 2 2 18 12 24.9 11.5 18.8 19.0 12.8 14.1 12.8 14.4 13.3 13.5 12.0 12.4 15.4 9.9 6.6 7.7 8.9 8.9 22.7 15.0 10.4 7.5 10.9 12.6 14.5 5.0 12.5 11.5 , 15.4 11.3 5.0 12.7 10.1 Dry Density Ib/cu ft 98.4 107.3 103.3 103.1 108.5 109.5 101.8 109.9 106.5 106.3 99.7 99 .7 106.2 116.2 110.8 120.7 113.7 119.5 98.8 108.0 117.3 110.5 99.8 104.8 111.7 116.0 106.2 110.1 107.9 110.5 112.4 108.4 112.4 Maximum Dry Density Ib/cu ft 109.2 116.0 110.6 110.6 116.8 120.6 112.1 117.2 116.8 116.8 108.3 108.3 118.0 124.0 120.2 128.0 125.0 128.0 109.2 118.8 128.0 121.5 116.0 116.0 121.5 125.0 112.8 116.0 115.4 115.4 125.0 118.8 120.8 Percent Compaction Remarks 90.1 92.5 93.4 93.2 92.9 90.7 90.8 93.8 91.2 90.9 92.0 92.0 90.0 93.7 92.0 94.2 90.9 93.3 90.4 90.9 91.6 90.9 86.0 Reworked 90.2 91.9 92.8 94.1 Check on '173 94.9 93.4 95.7 90.0 91.3 93.1 BENTON ENGINEERING INC Project No. 68-I1-23D La Costa South Unit No. -10- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 206 209 210 211 212 Approx- imate Location or Lot No. 34 37 58 ViejoCasHNaW. Sta. 3+61 57 Depth of Fill at Test in Feet 4 4 4 6 6 Viejo CastitlaW. 4 Sta. 4+71 La Costa Ave . Sta. 30+00 La Costa Ave . Sta . 30+00 La Costa Ave . Sta. 31+00 La Costa Ave . Sta . 30+00 La Costa Ave . Sta. 35+00 La Costa Ave . Sta. 36+00 55 Navarra Drive Opp.54&55 55 Navarra Drive Opp. 54&55 39 37 56 58 57 56 63 54 63 57 112 114 153 6 8 2 T2 22 20 20 16 20 16 4 4 10 8 10 14 2 22 3 14 2 3 2 Field Moisture % dry wt 11.7 . 10.8 10.8 12.8 15.7 ' 12.6 16.9 16.0 12.0 12.2 11.0 10.9 7.7 9.5 11.9 12.7 9.2 12.2 13.2 9.3 6.6 7,4 12.8 7.9 13.5 10.6 12.3 13.2 11.8 Dry Density Ib/cu ft 106.8 103.3 108.9 107.0 106.1 106.9 105.0 106.9 112.4 M3.9 111.3 113.0 107.9 105.1 105.5 105.6 105.3 108.8 110.7 113.2 114.5 112.3 111.9 109.1 110.1 111.6 103.4 105.6 100.3 Maximum Dry Density Ib/cu ft 113.4 114.8 120.8 112.7 118.0 112.7 116.0 117.0 119.0j 119.0 119.0 119.0 120.8 120.8 114.8 114.8 114.8 118.8 120.8 125.9 125.9 124.9 119.0 121.1 119.0 120.8 113.0 113.0 108.3 Percent Compaction Remarks 94.2 90.0 90.2 94.9 90.0 94.9 90.6 91.4 94.4 95.6 93.4 94.9 89 .4 Reworked 87.0 Reworked 92.0 Check on 92.0 Check on 91.6 91.6 91.6 90.0 91.0 90.0 94.1 90.1 92.4 92.2 91.4 93.4 92.6 '196 '197 BENTON ENGINEERING INC Project No. 68-11-23D La Costa South Unit No. 1 -11-June23, 1969 TABLE OF TEST RESULTS (CONT.) Test No. 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 Approx- imate Location or Lot No. 152 La Costa Ave . Sta . 30+90 154 38 153 37 69 152 154 153 25 25 68 67 & Nuevo Castillo Way 152 154 166 25 24 21 183 55 56 58 176 176 56 57 58 57 56 55 39 38 36 54 58 54 57 Depth of Rll at Test In Feet 4 1* over storm drain 2 6 6 8 6 8 6 10 9 13 10 12 12 10 2 17 30 21 12 24 18 16 10 14 22 18 20 22 26 28 8 10 4 26 24 30 26 Field Moisture % dry wt 12.3 13.9 10.6 5.3 15.4 5.1 10.0 13.1 12.6 14.6 14.0 10.6 14.3 13.8 11.2 14.1 10.9 10.6 14.2 13.7 13.2 7.2 10.6 9.8 18.6 14.6 11.2 11.3 10.2 10.9 8.3 10.8 19.4 13.6 13.4 11.3 8.7 9.5 8.9 Dry Density Ib/cu ft 101.4 109.3 104.5 109.0 103.6 129.7 104.5 110.3 108.7 102.7 99.7 105.2 104.0 103.9 112.2 107.7 97.7 109.9 108.3 104.0 100.3 109.0 118.2 108.3 101.3 107.5 114.8 117.0 118.2 119.2 113.5 113.5 103.3 111.4 114.5 123.4 125.3 125.3 124.8 Maximum Dry Density Ib/cu ft 108.3 114.8 113.0 120.8 113.0 131.0 113.0 121.0 120.6 112.3 108.3 113.0 112.8 111.0 120.6 117.7 108.3 120.6 116.8 113.0 108.3 118.8 131.0 120.6 108.3 118.0 125.9 125.9 131.0 131.0 125.9 125.9 113.0 120.8 125.9 131.0 131.8 131.0 131.0 Percent Compaction 93.5 95.2 92.4 90.2 91.8 99.0 92.4 91.1 90.2 91.5 92.1 93.1 92.3 F 93.6 93.0 91.5 90.2 91.1 92.7 92.0 92.6 91.7 90.2 90.0 93.5 91.1 91.1 93.0 90.2 91.0 90.1 90.1 91.4 92.2 90.9 94.1 95.0 95.6 95.1 Remarks Finished Grade BENTON ENGINEERING INC Project No, 68-11-23D La Costa South Unit No. 1 -12- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 Approx- imate Location or Lot No. Navarra Drive Opp. 55 &56 39 37 38 36 180' E. of E. end of Navarra 180' E. ofE. end of Navarra 35 46 37 39 38 180' E. of E. end of Navarra 45 36 Navarra Dr. Opp. 54&S5 37 39 180' E. ofE. end of Navarra 55 56 58 La Costa Ave . Storm Drain Opp. 23 La Costa Ave . Depth of Fill at Test In Feet 20 12 12 14 8 2 Dr. 4 Dr. 2 2 16 16 18 6 Dr. 4 12 24 20 20 8 Dr. 32 30 28 Vover pipe V over Parkway, Opp. pipe Lot Line 23 & 24 276 277 278 279 280 La Costa Ave . Opp. Lot Line 24&25 54 57 58 38 1' over pipe 34 . 30 32 22 Field Moisture % dry wt 15.0 10.0 11.0 12.6 14.3 9.9 10.3 13 16 12 12 9.9 13.7 14.7 14.2 14.8 14.4 15.1 15.5 12.8 15.3 14.0 13.8 14.1 14.9 17.9 11.5 14.5 13.7 Dry Density Ib/cu Ft 113.7 111.7 109.4 109.8 111.3 128.9 124.8 114 112, 107, 115 116 112 109 111 103 105 112 117.0 113.5 110.9 111.1 .3 .9 .0 .4 .2 .5 109.5 105.4 112.9 99.6 113.0 103.3 115.4 Mexlmum Dry Density Ib/cu ft 125.9 120.6 120.8 120.8 120.8 131.0 131.0 120.8 120.8 118.8 125.8 125.8 129.5 125.9 118.8 120.8 120.8 120.8 123.5 113.0 116.0 123.5 113.0 108.3 120.6 109.2 120.8 113.0 125.9 Percent Compaction 90.3 92.5 90.5 90.9 92.0 98.3 95.3 94.8 93.0 90.2 91.8 92.8 90.4 90.2 93.3 92.0 93.1 91.0 90.0 91.6 90.7 91.1 97.0 97.3 Remark* 93.7 91.2 93.6 91.5 91.6 Reworked BENTON ENGINEERING INC Project N0.68-11-23D La Costa South Unit No. 1 -13- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 Approx- imate Location or Lot No. 39 37 36 35 131 La Costa Ave . Storm Drain Opp. Lot Line 24&25 La Costa Ave . Opp . 23 & 24 166 La Costa Ave. Sta. 3HOO La Costa Ave . Sta. 30+00 La Costa Ave. Sta. 31+00 110 111 113 112 166 166 110& 111 166 166 166 113 1 115 116 1 118 119 118 117 116 & 117 119 Depth of Fill at Test in Feet 24 24 16 6 2 1* over pipe 23 4 6 16 10 2 3 4 6 6 6 7 6 8 10 8 2 1 3 4 2 4 6 1 5 8 Field Moisture % dry wt 12.2 14.7 16.4 15.7 17.0 19.2 12.9 11.0 10.8 15.3 17.2 12.0 10.5 12.2 12.0 11.6 12.0 12.6 12.0 12.4 12.2 16.3 12.6 13.8 13,4 12.7 12.3 12.7 11.5 12.7 11.7 12.9 Dry Density Ib/cu ft 109.3 102.3 101.2 103.5 104.2 111.0 105.2 98.1 111.0 110.8 109.0 106.5 103.8 107.8 100.1 98.4 100.7 102.3 108.5 104.8 114.6 102.8 108.8 104.3 100.7 113.7 109.1 106.7 103.3 105.0 102.4 103.8 Maximum Dry Density Ib/cu ft 120.8 113.0 109.2 113.0 114.9 116.0 116.8 108.3 116.0 120.2 120.2 114.8 113.0 116.8 108.3 108.3 116.8 113.0 120.6 112.8 120.6 113.0 116.0 115.4 108.3 116.0 116.8 116.8 113.0 114.5 113.0 114.5 Percent Compaction Remarks 90.5 90.5 92.7 91.7 90.7 95.7 90.1 90.6 95.6 92.1 90.6 92.8 91.9 92.2 92.3 90.8 86.3 90.5 90.0 92.9 95.1 90.9 93.8 90.4 92.1 98.0 93.4 91.3 91.3 91.7 90.6 90.6 Check on '276 i Reworked Finished Grade Check on '297 Finished Grade Project No, 68-11-23D La Gotta South Unit No. 1 -14- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 313 314 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 Approx- imate Location or Lot No. 122 123 131 46 45 44 44 46 45 43 43 43 43 3 La Costa Ave . Opp. 3 &4 4 5 6 7 Navarra Dr . Opp. 45 &46 17 Navarra Dr. Opp. 45 & 46 4 25 24 25 23 24 23 22 21 25 20 19 18 22 20 19 Depth of Fill at Test In Feet 4 9 4 6 8 1 3 10 12 3 5 5 7 32 18 25 22 18 24 2 11 4 29 21 34 25 28 38 32 25 25 29 17 9 7 29 21 13 Field Moisture % dry wt 13.9 13.7 12.3 14.9 14.2 17.0 17.1 12.5 11.2 14.2 7.7 10.0 6.4 13.4 14.9 15.1 17.3 15.2 12.1 14.3 13.1 11.8 16.4 12.3 14,4 14.0 20.5 13.5 13.7 13.0 14.1 12.5 17.3 16.3 15.9 14.8 13.3 14.4 Dry Density Ib/cu ft 103.4 104.5 99.6 108.9 105.4 1)1.2 110.8 108.8 111.3 108.3 101.6 105.4 105.2 113.5 113.0 107.5 104.6 105.1 110.1 110.2 102.3 97.6 107.8 107.4 109.7 115.3 104.3 112.3 113.6 98.7 106.0 119.2 104.2 107.5 105.9 114.0 102.5 111.0 Maximum Dry Density Ib/cu ft 113.0 113.0 108.3 120.8 115.8 120.8 120.8 116.0 116.2 119.8 118.8 116.9 116.9 119.0 119.0 114.3 110.6 110.6 116.0 120.8 113.0 118.8 118.0 116.0 114.8 120.6 114.8 120.6 120.6 108.3 116.0 124.3 114.5 119.0 116.0 120.6 113.0 119.0 Percent Compaction Remarks 91.5 92.4 91.9 90.1 91.0 92.1 91.6 93.7 95.9 90.4 85.6 90.3 90.2 95.3 94.9 94.1 94.6 95.0 94.9 91.2 90.6 82.2 91.3 92.6 95.5 95.5 91.0 93.1 94.1 91.1 91.3 95.9 91.0 90.3 91.2 94.4 90.7 93.2 Finished Grade Reworked Check on '323 Reworked * Reworked Finished Grade Finished Grade * Finished Grade BENT0N ENGINEERING INC Project No. 68-U-23D La Costa South Unit No. 1 -15- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Tost No. 351 352 353 354 355 356 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 Approx- imate Location or Lot No. 18 21 169 170 171 168 169 71 & Viejo Castillo Way 71 & Vie jo Castillo Way 71 & Viejo Castillo Way 72 72 67 & Nuevo & Catilla Way 66 65 66 171 167 172 167 173 174 175 174 175 174 177 183 177 182 183 La Coruna Place 182 La Corurta Place 182 La Coruna Place - Depth of Fill at Test in Feet 11 29 2 4 4 6 6 8 10 12 2 4 14 8 12 12 8 2 6 6 16 12 12 16 16 20 2 12 6 6 16 8 10 12 14 16 Field Moisture % dry wt 15.1 13.5 11.9 13.1 14.0 12.5 18.0 11.6 12.2 13.2 16.1 15.9 13.5 M.6 12.0 15.4 14.6 11.8 12.0 11.7 16.2 15.9 15.0 13.8 16.5 15.0 14.6 13.5 15.2 10.9 14.9 19.6 16.0 17.0 12.2 15.6 Dry Density Ib/cu ft 107.7 109.5 113.0 110.9 112.5 111.3 99.6 105.0 105.8 104.7 109.6 109.3 105.3 109.1 106.8 106.8 102.4 107.5 108.8 109.6 109.3 103.3 102.9 104.8 100.7 104.6 115.7 108.1 107.2 106.3 108.8 104.2 104.3 108.3 104.8 113.0 Maximum Dry Density Ib/cu ft 116.0 119.0 120.6 114.2 116.8 116.8 109.2 116.0 116.0 116.0 116.0 116.0 114.9 1)6.0 116.0 116.8 113.0 116.8 116.8 116.8 116.8 113.0 113.0 116.0 111.1 116.0 120.8 110.6 110.6 113.3 116.0 115.6 113.3 115.6 116.0 120.6 Percent Compaction Remarks 92.7 92.0 Finished Grade 93.6 97.1 96.3 95.5 91.1 90.5 91.1 90.2 94.4 94.1 91.7 Finished Grade 94.1 92.1 91.4 90.6 92.0 93.1 93.9 93.6 91.3 91.0 90.3 90.6 90.1 95.7 97.7 97.0 93.7 93.7 90.1 92.1 93.7 90.3 93.6 BENTON ENGINEERING INC Project No. 68-J1-23D La Costa South Unit No. -16-June23, 1969 TABLE OF TEST RESULTS (CONT.) Test No. 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 Approx- imate Location or Lot No. 64 65 181 184 181 20 19 18 17 24 La Costa Ave . Opp. 24&2S 39 Navarra Drive Opp . 54 & 55 38 36 3 6 70 172 177 Drain Rear Lots 178 & 179 Drain Rear Lot* 178 & 179 6 La Costa Ave . Sta. 30+00 La Costa Ave . Sta. 31-KX) La Costa Ave . Sta. 30-K)0 La Costa Ave . Sta. 31-KX) La Costa Ave. Sta. 33+00 La Costa Ave . Sta . 34-KJO Depth of Fill at Test in Feet 10 16 4 16 8 25 17 15 15 38 27 28 29 26 20 32 22 16 10 10 2 4 22 20 14 24 18 21 27 Field Moisture % dry wt 8.1 12.9 15.0 13.9 17.1 14.7 12.3 14.7 20.0 11.2 12.3 12.5 14.3 14.6 . 14.9 13.3 15.4 11.1 12.1 17.6 10.1 10.7 10.1 12.9 14.3 12.6 10.7 10.1 14.2 Dry Density Ib/cu ft 109.4 108.7 109.2 106.2 108.4 110.2 108.8 109.7 102.2 ?15.3 106.8 110.9 105.6 106.3 105.7 106.8 103.2 106.0 107.2 104.2 108.6 111.3 114.0 107.8 104.8 111.1 112.6 116.4 113.5 Maximum Dry Density Ib/cu ft T16.0 116.0 118.8 114.7 119.0 119.0 119.0 118.8 110.5 120.6 116.0 119.0 116.9 116.9 116.9 116.0 110.6 116.0 116.8 110.6 116.0 119.0 119.0 114.8 110.6 113.2 119.0 125.0 125.0 Percent Compaction 94.3 93.6 92,0 92.7 91.1 92.6 91.4 92.2 92.5 95.7 92.1 93.2 90.3 F 91.0 90.5 92.0 93.3 91.3 92.0 94.2 93.5 93.6 95.7 94.0 94.8 98.1 Ft 94.6 Fl 93.1 Fl 90.8 Fi Remarks Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade BENTON ENGINEERING INC Project No. 68-??-23D La Costa South Unit No. -17- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 Approx- imate Location or Lot No. La Costa Ave . Sta. 35+00 La Costa Ave. Sta. 36+00 La Costa Ave . Sta . 35+00 La Costa Ave . Sta. 36+00 1 3 4 5 6 7 La Costa Ave . Opp. 3 &4 17 18 19 20 * * ** 22 24 25 63 63 33 62 34 1ST 184 Depth of Fill at Test In Feet 26 24 28 27 6.5 36 33 26 26 28 20 18 18 2? 29 1'Over Pipe 1' Over Pipe T Over Pipe 31 40 33 4 6 2 6 8 10 20 Field Moisture % dry wt 11.9 12.1 11.8 11.5 11.3 13.2 12.5 13.4 13.7 14.8 15.1 14.9 11.4 12.0 13.2 11.1 12.0 13.4 12.1 11.2 15.1 13.3 13.7 12.6 14.1 13.6 13.2 ?5.3 Dry Density Ib/cu ft 109.3 112.5 113.1 114.1 105.1 111.1 106.8 113.2 114.4 108.5 111.8 101.4 107.0 109.8 106.8 111.8 119.0 120.4 107.7 110.8 112.7 106.7 104.0 105.1 106.5 107.0 99.5 57.5 Maximum Dry Density Ib/cu ft 119.0 119.0 119.0 119.0 116.0 119.0 114.2 119.0 119.0 119.0 113.3 110.6 117.2 119.0 118.3 116.0 12 1.4 125.0 116.5 118.0 119,0 116.0 115.2 116.0 116.0 117.5 108.3 108.3 Percent Compaction Remarks 91.8 94.5 95.1 95.9 90.8 93.3 93.5 95.1 96.1 91. T 98.5 91.6 91.3 92.3 90.4 96.5 98.0 96.3 92.4 93.8 94.7 92.0 90.2 90.6 91.7 91.0 91.7 90.0 Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Rnlshed Grade Finished Grade Finished Grade Finished Grade ** Intersections of La Costa Ave. and Nuevo Castillo Way over Storm Drain . La G>$*a Ave. opposite Lot 64 over Srorm Drain. BENTON ENGINEERING INC Project No. 68-11-23D La Costa South Unit No. -18- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 444 445 446 447 448 449 450 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 Approx- imate Location or Lot No. 183 182 La Costa Ave . Opp. 23424 La Coruna Place 56 57 176 177 175 174 173 172 168 170 58 44 57 56 166 152 154 Lot Line 118 & 119 114 115 Lot Line 112 & 1 13 131 91 &92 91 & 92 91 &92 89&90 89 &90 91 &92 91 &92 86 &87 101 & 102 Depth •of Fill at Test in Feet 19 17 30 17 34 34 18 12 20 24 20 14 10 8 36 4 35 37 12 14 14 11 5 7 10 6 2 2 4 10 12 2 4 8 2 Field Moisture % dry wr 14.7 13.6 12.6 13.8 14.6 20.3 13.6 11.9 15.5 15.3 15.8 18.0 11.4 15.3 11.1 8.7 5.7 5.7 15.0 9.8 12.3 11.8 11.4 10.9 14.6 9.9 16.4 15.1 17.0 11.6 10.7 15.2 14.8 13.0 12.6 Dry Density Ib/cu ft 97.6 107.2 113.5 100.7 105.6 106.3 106.1 100.7 102.8 114.0 103.2 99.0 100.5 98.4 115.0 125.9 110.5 100.8 103.2 100.0 112.8 102.9 100.6 105.5 97.8 108.4 98,6 100.1 106.2 101.5 103.9 111.3 111.5 107.7 105.8 Maximum Dry Density Ib/cu ft 108.3 115.9 119.0 111.8 116.9 116.9 116.0 HI. 5 113.0 120.6 108.3 109,0 108.3 108.3 118.0 131.0 119.8 111.1 114.5 108.3 120.6 113.0 108.3 116.0 108.3 119.0 116.8 116.8 116.8 108.3 114.5 116.8 120.6 119.0 115.5 Percent Compaction Remarks 90.1 92.8 95.4 90.1 90.3 90.9 91.4 90.3 90.9 94.5 95.3 90.6 92.8 90.7 97.5 96.1 92.2 90.7 90.2 92.4 93.5 91.0 92.9 91.0 90.2 91.1 84.4 85.7 91.0 93.7 90.6 95.3 92.5 90.5 91.6 Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Reworked Reworked Finished Grade Check on '470 &471 Finished Grade > DENTON ENGINEERING INC Prelect No. 68-11-23D La Costa South Unit No. 1 -19- TABLE OF TEST RESULTS (CONT.) June 23, 1969 Test No. 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 Approx- imate location or Lot No. 86&87 101 & 102 86487 72 71 & Viejo Castillo Way 86&87 70 69 66 65 86 &87 64 63 62 33 34 VIejo Castilia Way Sta. 3+71 Vie jo Castillo Way Sta. 4+71 35 36 37 38 39 46 45 Navarra Dr. Opp. 45 &46 54 55 Depth of Rll at Test in Feet 10 4 12 5 16 14 18 8 16 18 16 14 12 11 5 12 10 6 10 23 28 30 30 14 16 4 38 36 Field Moisture % dry wt 13.9 13.3 14.2 15.9 16.4 14.4 15.5 10.8 10.4 9.1 H.2 12.3 14.6 12.2 8.0 8.5 9.9 11.3 13.1 12.3 16.2 13.7 8.6 9.9 12.2 7.4 5.2 5.0 Dry Density Ib/cu ft 104.7 103.7 113.2 101.6 110.1 112.0 107.0 101.4 108.6 106.7 105.5 109.2 110.4 103.5 108.9 109.5 117.3 114.5 107.8 115.1 105.3 105.6 117.8 107.8 117.8 107.5 114.0 115.6 Maximum Dry Density Ib/cu ft 116.0 114.2 120.6 108.3 119.0 120.6 119.0 108.3 716.8 H5.5 116.0 119.0 119.0 114.8 119.0 119.0 119.0 119.0 119.0 123.9 116.9 116.9 125.0 118.8 125.0 118.8 125.0 128.0 Percent Compaction Remarks 90.3 90.8 93.9 93.7 93.5 92.9 90.0 93,6 93.0 92.3 91.0 91.7 92.7 90.1 91.6 92.1 98.7 96.2 90.5 93.0 90.1 90.4 94.2 90.8 94.2 90.6 91.2 90.4 Finished Grade . Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Check on '334 Finished Grade Finished Grade BCNTON ENGINEERING INC Project No. 68-11-23D -20- June 23, 1969 La Costa South Unit No. 1 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the ma for fill materials as deter- mined by the A.S.T.M. D 1557-66T method, that uses 25 blows of a 10 pound hammer falling from a height of 18 Inches on each of 5 layers In a 4 Inch diameter 1/30 cubic foot compaction cylinder, are presented as follows: Maximum Optimum Mols- Dry Density ture Content Soil Type Ib/cu ft % dry wt Light yellow-brown sllty clay 114.8 14.1 Olive-green si I ty clay 110.6 15.7 Yellow-brown silty fine sand 116.0 13.2 Yellow-browns! I ty fine sand 119.0 12.0 Gray-blacks! I ty clay 118.0 13.6 Light gray-brown fine sandy clay 120.2 12.2 Brown clayey fine to medium sand 128.0 8.4 Dark brown clayey fine to medium sand 131.8 7.4 Brown fine to medium sandy clay 125.0 10.5 Brown sllty clay 118.8 12.1 Light brown sllty fine sand 103.6 15.5 Light brown sllty fine sand 113.0 13.2 Brown sllty fine sand with scattered gravel (topsoll) 120.6 10.5 Light gray-brown streaks, yellow sllty clay and 109.2 17.0 chunks of clays tone Medium brown and streaks of rust and yellow fine 113.0 13.2 sandy clay plus some chunks of cemented sandstone Medium brown sllty fine sand 121.4 11.7 Medium brown silty clay 120.8 10.6 Medium brown silly fine to medium sand plus 131.0 9.0 scattered coarse grains and gravel Brown silty clay and clayey silt 116.9 14.9 BENTON ENGINEERING INC BENTON ENGINEERING. INC. APPLIED SOIL MECHANICS FOUNDATIONS 6741 EL CAJON BOULEVARD •AN D1COO CALIFORNIA 92115 PHILIP HENKINa BCNTON tvl*,,-.™U-- OH 107fk «AM OiKCO 8*3-3684PKIIMNT - CIVIL KNGINIH NOVCmDerOU, IV/U LA M«»A 469-SS54 Rancho La Cos fa, Inc. Route 1, Box 2550 Encinitas, California 92024 Subject; Project No. 68-11-23D, Supplement Report on Compacted Filled Ground La Costa South Unit No. 1 Rancho La Costa, California Gentlemen: On June 23, 1969, we submitted what we then believed to be a final report on compacted filled ground for the above unit. However, additional filled ground was placed and compacted on the unit subsequent to the report; this is to report the results of the tests and observations made in order to inspect the compaction of that additional filled ground, which was placed during the period between October 30, 1969 and June 24, 1970. The lob on which the addi- tional filled ground reported herein was placed include Lots 62, 63, 91, 92, 93, 110 to 114, inclusive, 122, 123 and 148 to 151, inclusive. The final approximate areas and depths of filled ground placed on this unil under our inspection in accordance with the approved specifications are shown on the attached Drawing No. 1 which has been revised to include the additional filled ground covered by this supplemental report. The approximate locations of the tests taken subsequent to June 23, 1969 are presented on page No. T1 under the "Table of Test Results," and the laboratory determfnedations of the maximum dry densities and optimum moisture contents of the major fill materials placed as additional fill are presented on page No. T2 under the "Laboratory Test Results." Some of the maximum dry densities shown in the "Table of Test Results" on page No. T1 were combinations of these. The tesrs reported herein were token during the weekly periods indicated below; Test Number Week Ending 507 to 509, inclusive November 1, 1969 510 to 519, inclusive December 6, 1969 520 to 529, inclusive January 17, 1970 530 to 538, inclusive January 24, 1970 539 February 28, 1970 540 and 541 March 21, 1970 542 June 27, 1970 Project No. 68-11-230, Supplement Rancho La Costa, Inc. -2-November30, 1970 The final results of tests and observations indicate that the compacted filled ground has been placed at 90 percent of the maximum dry density or greater. It has been determined that the fill materials, compacted to 90 percent of the maximum dry density, have a safe bearing value of at least 1510 pounds per square foot for one foot wide continuous footings founded at a mini- mum depth and placed five feet or more inside the top of compacted filled ground slopes. If footings are placed closer to the exposed slopes than 5 feet inside the top of compacted filled ground slopes, these should be deepened one foot below a 1 1/2 horizontal to 1 vertical line pro[ected outward and downward from a point 5 feet horizontally inside this top of compacted filled ground slopes. Tests indicate that the compacted filled ground is adequate to satisfactory support the proposed one and two story wood frame dwellings without detrimental settlements. Expansive clay soils were placed within the upper 3 feet on Lots 62 and 63, therefore the following special design precautions are recommended: 1. Avoid the use of isolated interior piers. Use continuous footings throughout, and place these at a minimum depth of two feet below the lowest adjacent exterior final ground surface. 2. Reinforce and interconnect continuously with steel bars all interior and exterior footings with one '5 bar at 3 inches above the bottom of the footings and one '5 bar placed 1 1/2 inches below thci top of the stems of the footings. 3. Exercise every effort to assure that the soil under the foundations and slabs has a uniform moisture content, 1 percent to 3 percent greater than optimum throughout the top 3 feet below finished grade at the time of placing foundations and slabs. 4. Use raised wooden floors that span between continuous footings, or use all concrete slabs with 6x6- 10/10 welded wire fabric and provide a minimum of 4 inches of clean sand beneath all concrete slab:.. Provide a moisture barrier 2 inches below slabs under living areas. ' 5. Separate garage slabs from perimeter footings by a 1/2 inch lp hick ness of construction felt or equivalent, to allow independent movement of garage slabs relative to perimeter footings. 6. Provide positive drainage away from all perimeter footings to a horizontal distance of at least 6 feet outside the house walls. This supplemental report plus the report of June 23, 1969, comprise our final report of compacted filled ground placed on this unit, as of this date. This supplemental report reflected only the changes that have occurred inside Lots 1 to 184, inclusive, in La Costa South Unit No. 1 since our report of June 23, 1969, same subject as above. Respectfully submitted, BENTON ENGINEERING, INC. By M. V. Pothier, Civil Engineer Distr: (4) Addressee (2) Mclnrire & Qulros, Inc. Attention; Mr. Gary Cumbey (1) Rick Engineering (2) San Diego County Building Inspection Vista, California FINifNECRING IMC Prefect No. 68-11-230 La Costa South Unit No.1 TT November 30, 1970 TABLE OF TEST RESULTS Test No. 507 508 509 510 511 512 513 514 5J5 516 5t7 518 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 Approx- imate Location or Lot No. 123 123 123 150 148 149 151 150 151 150 149 151 150 148 149 151 150 62 62 62 62 63 63 91 92 91 93 62 62 62 62 62 63 113 m 111 Depth of Fit 1 at Test In Feet 2 6 9 2 2 4 4 6 8 10 8 12 14 5 12 15 19 13 15 17 19 16 20 2 4 6 2 21 23 25 27 29 24 2 4 2 Field Moisture %dry wt 17.6 15.4 14.9 8.7 1U9 11.9 10.6 11.2 11.8 14.2 10.4 12.7 11.6 12.9 12.1 12.3 12.2 11.2 11.2 11.2 10.0 11.4 13.9 15.2 15.5 14.9 14.8 15.4 17.8 17.1 19. J 15.4 16.4 10.6 U.2 10.5 Dry Density Ib/cu ft 102.5 105.5 106.5 107.0 104.8 106.8 106.0 106.5 101. 1 109.3 107.3 106.2 106.8 105.0 105.2 106.2 105.6 115.3 120.2 106.0 109.3 112.0 112.3 104.9 104.2 105.8 104.9 109.2 109.1 105.9 108.9 111.6 107.8 113.4 103.5 106.1 Maximum Dry Density Ib/cu f> 111.8 111.8 111.8 118.2 113.9 116.0 116.1 116.1in. 8 113.9 113.9 113.9 113.9 113.9 113.9 113.9 113.9 118.0 122.1 115.1 114.2 115.1 117.9 115.0 114.0 114.0 114.0 117.8 117.8 114.0 H7.8 114.0 114.0 118.2 113.5 113.9 Percent Compaction Remarks 91.7 94.5 95.3 90.5 92.0 92.1 91.3 91.7 90.5 96.1 94.3 93.3 93.7 92.2 92.4 93.3 92.8 97.9 98.5 92.1 95.8 97.2 95.4 91.2 91.5 92.8 92.0 92.8 92.7 92.9 92.5 97.9 94.6 96.0 91.3 93.2 Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade Finished Grade BE.NTON ENGINEERING INC Project No. 68-11-23D T2 November 30, 1970 La Costa South Unit No. 1 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the major fill materials as deter- mined by the A.S.T.M. D 1557-66T method, that uses 25 blows of a 10 pound hammer falling from a height of \Q inches on each of 5 layers in a 4 Inch diameter 1/30 cubic foot compaction cylinder, are presented as follows: Maximum Optimum Mols- Dry Density ture Content Soil Type Ib/cu ft % dry wt Light brown silty very fine to fine sand 111.8 12.6 with clay binder Brown silty fine sand (Topsoli) 118.2 12.9 Gray-brown slightly silty fine sand 113.9 13.3 Gray fine sandy clay 117.4 13.1 Light greeni*h-gray slightly clayey 122.1 11 ,ii fine sand Light gray very fine to fine sand 114.0 14.? Olive-green silty clay 110.6 15.7 Yellow-brown silty fine sand with some 113.0 13.5 clay binder Brown silty fine sand (Topsoil) 117.9 11.6 Gray-brown fine to medium sandy clay 117.8 12.2 Gray-brown fine sandy clay 114.2 13.0 Yellow-brown silty very fine to fine sand 112.3 13.(1 Red-brown sllty fine to medium sand (Topsoil) 117.1 12.6 Olive-green clay 109.0 16.6 Olive-green silty clay 110.5 16.3 BENTON ENGINEERING INC LEGEND Indicates Approximate Location of Compacted Fitted Ground.' •""".<Indicates Approximate Cut-Fill Line ,^r "__ , _ _ 3- ~|.3-- --~ - + " ~- w _ ,^_.' . Indicates Approximate Top of compacted Filt Slope ! J .— indicates Approximate To* o^ compacted Fiil_ Slcpe 1 fndicatts Approximate'Vertical D*pfh-of^ Ftil indicates Approximate Location o* Cut Slope Modified During GrodirQ Indicates Approximate Location of Test Boring for / . "- v.-/ V- <~8 *' ^O Indicates Approximate Location of i. ' /Va <=>£} 2 2 C ?. u.//os? BENTON ENGINEERING. INC SAN DIEGO, CALIFORNIA LOCATION OF COMPACTED FILLED GROUND LA COSTA SOUTH UNIT NO. SAN DIEGO COUNTY, CALIFORNIA -- *-= i"=ioo' O-AAN GRB D*-- 6-IZ-69 PSOJECT NO 68*11 68 2 23 D 2 C DHAWING NO 1 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit withput a-completed school fee form ^-—7 / /) / Project Name Building Permit Plan Check Number Project Address- APN Project Applicant (Owner Name) Project Description Building Type Residential Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit Residential Additions Square Feet of Living Area in SDU Or~ Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information- SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 1 Carlsbad Unified School District 801 San Marcos Unified School District 215MataWay San Marcos, CA 92069 (736 2200) ~- i .^^,Encmitas Union School District 101 South Rancho Santa Fe Rd"VX" Encmitas, CA 92024 (944-430$T\ San Dieguito Union High School District 710 Encmitas Blvd Encmitas, CA 92024 (753-6491) Certification of Applteant/Owners The person executij3g-#rfs deciaration ("Owner") certifies under penalty of perjury that (1) the information provided abw<ELJs__rarrec^^ of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described projects}, or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 1635 Faraday Avenue - Carlsbad, CA 92OO8-7314 * (76O) 6O2-27OO • I-AX (76O) 6O2-856O Revised 4/20/00 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))**************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE . BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This-is to certify that the applicant listed on page J has paid all .amounts or completed other -applicable school mitigation determined by the School District. The City may isslje building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL uiAfw TITLE J^AfaJjafy NAME OF SCHOOL DISTRICT DATE PHONE NUMBER City of Carlsbad — —— Mr"" ' •^•^^••^•^•^••I^^^^^^^^^^^BMI^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^HBuilding Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue a^y building permit withput a^completed school fee form Project Name: Building Permit Plan Check Number: Project Address: APN/ Project Applicant (Owner Name): Project Description: Building Type Residential:Number of New Dwelling Units Square Feet of Living Area in New Dwelling fa/ Q>iT Second Dwelling Unit: Residential Additions: Square Feet of Living Area in SOU Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: / Date" SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 801 Pine Ave Carlsbad CA 92009 (729-9291) San Marcos Unified School District 215MataWa\ (736 2200) Encimtas Union School District 101 South Rancho Santa Fe Rd Encimtas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encimtas Blvd Encimtas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjurv.Hiat (1) the information provided above is correct and true to the best of the Owners-knowledge, and that the Owner will fye'an amended certification of payment and pay the additional fee if Owner requests an incr&asajn^Tenumbr,rofdw£Umgunits or square footage after the building permit is issued or if the mttial determination of units or square fbOlygelsTound to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (760) 602-27OO • FrAX (76O) 6O2-856O Revised 4/20/00 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))************************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE _ BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT- The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The Crty may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE *"" *** SCHOOtNAME OF SCHOOL DISTRICT DATE PHONE NUMBER AUG-2Q-2QQ1 NON 11:14 AH CITY OF CARSLBAD FAX NO. 760 602 8558 P. 02 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue pKy building permit without a completed school fee form Project Name: Building Permit Plan Check Number: Project Address A.P.N : Project Applicant (Owner Name): Project Description Building Type; Residential:Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions: Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industrial- Square Feet Floor Area City Certification of Applicant Information.Date: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD District Hne, Ave. "Carlsbad CA 92009 (729-9291)' San Marcos Unified School District 2l5MataWay San Marcos, CA 92069 (736-2200) vEncmitas Union School District /\ 101 South Rancho Santa Fe Rd) ^_ Encmrtas, CA 92024 (944-4300/ ^i San Dicguito Union High School District 710 Encmitas Blvd. Bncmitas, CA 92024 (753-649!) Certification of A£ptfcsnVQwners The person ex&fltfflng this declaration ("Owner*) certifies under penalty of perjury that (1) the Information provided aboVe-w-coimcLawWfCfS^o the best of the Owner's knowledge, and that the Owner wilt file an amended certification of payment and pay the additional fee If Owner requests an increase in the number of dwelling units or square footage after the building pemiit Is issued or if the initial deterrfiination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above ^scnbed project(s), or that the person executing this declaration is authorized to sign on behalf of the/tfwner Date-Sign ature' /k 1 635 Faraday Avenue • Carlsbad, CA 92OQ8-7314 * (760) 602-2700 - FAX (76O) G02-856O AUG-2Q-2Q01 TON 11:15 AM CITY OF CARSLBAD FAX NO, 760 602 8558 P. 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school districts))A************************************************************** ^^^^^t^^^^.^ THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that trie applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The Cfty may issue building permits for this project. SIGNATURE OF AUTHOR/ZED SCHOOL DISTRICT OFFICIAL TITLE NAM£ OF SCHOOL DISTRICT f^ I )O A PHONE NUMBER t "-1 ^$ ^ <£s^^v /^J 02-26-2002 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR02018 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2400 LA COSTA AV CBAD PCR Lot# SO 00 Construction Type CB01-13 0 NEW ZOMORRDIAN -ADDED 61 SF TO LIV REDUCE GAR 61 SF, ADD WINDOWS & REAR DECK Status Appfied Entered By Plan Approved Issued Inspect Area Applicant ZOMORRODIAN KAZEM 1167AVENJDASOBRINA OCEANSIDECA 92057 760-471-1900 Owner ISSUED 01/10/2002 JM 02/26/2002 02/26/2002 1779 02/26/02 0002 01 02 CGP Total Fees S240 00 Total Payments To Date $000 Balance Due \ S240 00 Plan Check Revision Fee Additional Fees S24000 SO 00 Inspector FINAL APPROVAL Date Clearance — NOTICE Please lake NOTICE thai approval of your project includes the "Imposition" ol fees, dedications, reservations, or other exartions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these tees/exactions 11 you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which voujave previously been given a NOTICE similar to this, or as to which ]he statute_of limitations has previously otherwi jg_expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 i PROJECT INFORMATIO 2-VcO FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated Date Address (include Bldg/Suite ft)Business Name lat this address) #•\ SQFT / *of Stories 2 CONTACT PERSON (if 'different from applicant) „ ,,. - ----- „,,,„ -^ Name Address City 3 APPLICANT Q Contractor Q Agent for Contractor Q Owner D Agent for Owner State/Zip Telephone tt Fax Name 4 PROPERTY OWNER Address City State/i ip Telephone ff Address City State/2 ip Telephone #Name 5 CONTRACTOR - COMPANY NAME (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve demolish or repair any structure prior to «s issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civrl penalty of not more than five hundred dollars IS5001) Name State License * Address License Class City State/2 tp City Business License # Telephone tt Designer Name Address City State/Zip Telephone State License tf 6 WORKERS' COMPENSATION Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations d I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued 0 ' have and will maintain workers compensation, as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are insurance Company, Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS |$100] OR LESS) Q 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 WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000), in addition to the cost of compensation damages as provided for in Section 3706 of the Labcr code, interest and attorney s fees SIGNATURE_ DATE 7 " OWNER-BUILDER DECLARATION 1 hereby affirm that I am exempt from the Contractor's License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale {Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If however, the building or improvement is sold within one year of completion, the owner builder will have the burden of proving that he did not build or improve for this purpose of sale) Q I as owner ot the properly, am exclusively contracting with licensed contractors to construct the project (Sec 70-14 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law) Q I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q "l ES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed constructfon {include name / address I phone number / contractors license number) 4 l plan to provide portions of the work but 1 have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) .._ 5 I will provide some of the work but 1 have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) . . PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY , _ k 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? Q YES Q NO Is the applicant or future building occupant reauired to obtain a permit from the air pollution control district or air quality management district? Q YES n NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8 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 (Siec 3097(0 Civil Code) LENDER S NAME LENDER S ADDRESS 9 APPLICANT CERTIFICATION I certify that ! have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV 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 WAV ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within ISO days from the date of such permit or if the building or work authorized by such permi! is suspended or abandon&d at any lime alter the work is commenced for a period oi 180 days^section 106 4 4 Uniform Building Code) •S \^ —-—-JAPPLICANT S SIGNATURE DATE PINK Finance EsGil Corporation In Partnership with Government for Building Safety DATE 02/21/02 JURISDICTION Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO PCR02-18 ( REV. to 01-0013) SET III PROJECT ADDRESS 2400 La Costa Project PROJECT NAME Zomorrodian SFD (Revision 1) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to lorward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax Mail Telephone Fax In Person REMARKS 1. Please slip-sheet the revised sheets 2,15,17& 19 into job site approved drawing set. 2. City original approved set is included within this submittal. By Kal Tumalieh Enclosures EsgiJ Corporationn GA n MB n EJ n PC LOG 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858) 560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE 02/15/02 Q a JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO PCR02-18 ( REV. to 01-0013) SET II PROJECT ADDRESS 2400 La Costa Project PROJECT NAME Zomorrodian SFD (Revision 1) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck A] The check list transmitted herewith ts for your information The plans are being held at Esgi! Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has; been completed Person contacted Kazem Zomorrodian Telephone # (760) 471-1900 Date contacted ali5l&2. (by f*x) Fax # (760) 471-4965 Mail Telephone Faxj/" In Person REMARKS By Kal Tumalieh Enclosures Esgil Corporation D GA D MB D EJ n PC 02/07/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 NOTE: The item numbers listed below refer to the numbers from the previous list These items have not been adequately addressed The notes in bold at the end of each item are to emphasize the remaining unsolved items (corrections). Please provide a response list stating where each item has been addressed on the plans. • Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 Specify the size of all headers over the new two windows at master bedroom and family room on plans and provide applicable calculation A) THE REQUESTED INFORMATION WAS NOT SUBMITTED. PLEASE REVISE STRUCTURAL PLANS TO MATCH THE REVISED ARCHITECTURAL PLANS AT MASTER BEDROOM AND FAMILY ROOM B) SHOW THE SIZE OF HEADERS AT NEW WINDOWS OPENINGS. 2 Provide lateral calculation at west of master bedroom and family room walls Please account for reduced shear walls due to new openings You do not have 6 feet length of shear walls along these lines due to the new openings A) REVISE SHEAR WALL ALONG GRID LINE 10 AT FAIVI1LY ROOM. LENGTH AND TYPE OF SHEAR WALL SHOWN ON PLANS DOES NOT AGREE WITH CALCULATION. SEE SHEET 19. NEW CORRECTIONS BASED ON NEW DECK SHOWN ON LAST SUBMITTAL: 1 REVISE THE ARCHITECTURAL PLANS TO SHOW THE NEW DECK AT FAMILY ROOM. 2 PLEASE SPECIFY THE DEPTH AND REINFORCEMENT OF NEW PAD FOUNDATION AT NEW DECK. 3. SHOW DISTANCE FROM FOUNDATION TO EDGE OF CUT OR FILL SLOPES ("DISTANCE-TO-DAYLIGHT") AND SHOW SLOPE AND HEIGHTS OF CUTS AND FILLS. CHAPTER 18. AT NEW DECK FOUNDATION. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No D The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kal Tumaheh at Esgi! Corporation Thank you EsGil Corporation In Partnership with Government for Building Safety DATE 01/18/02 ^ JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO PCR02-18 ( REV. to 01-OO13) SET I PROJECT ADDRESS 2400 La Costa Project PROJECT NAME Zomorrodian SFD (Revision 1) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes [_] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X] The check list transmitted herewith is for your information The plans Eire being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Kazem Zomorrodian 145 Vallecitos DE ORO, Suite B, San Marcos, CA 92069 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Kazem Zomorrodian LM Telephone # (760)471-1900 Date contacted t//<£> (by T^=») Fax # (760)471-4965 Mail—"Telephone"—' Fax"^^"jn Person REMARKS By Kal Tumalieh Enclosures Esgil Corporation D GA n MB D EJ D PC 01/14/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760)602- 2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering arid Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete Cloud ail new architectural and structural changes covered under this revision or assign Delta 1, for all revisions (changes to approved plans) covered under this permit Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 • Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface For windows at master bedroom and family room Please provide one set of original approved calculation Specify the size of all headers over the new two windows at master bedroom and family room on plans and provide applicable calculation Provide lateral calculation at west of master bedroom and lamily room walls Please account for reduced shear walls due to new openings You do not have 6 feet length of shear walls along these lines due to the new openings i Show the required shear wall at new offset wall at south of storage area 8 On the cover s^egforth,e.plans,-specify^ny a format sinmlartolhat shown below Section 106 special inspection, in . REQUIRED SPECIAL INSPECTIONS In additikm to the regular inspections, the following checked items]will also require Special Inspection in accordance with Sec 1701 of the IJniform Building Code ^ ITEM REQUIRED? REMARKS • EXPANSION/EPOXY ANCHORS (if new hold-downs connection to existing Ftg will be used) When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project !f you have any questions regarding these plan review items, please contact Kal Tumalieh at Esgil Corporation Thank you SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer's/Architects Seal & Signaiure Here Signed 1. List of work requiring special inspection: n Soils Compliance Prior to Foundation Inspection Q Field Welding D Structural Concrete Over 2500 PSI Q High Strength Bolting n Prestressed Concrete O Expansion/Epoxy Anchors O Structural Masonry O Sprayed-On Fireproof mg n Designer Specified Q Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3 Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad to 01-0013} PLAN CHECK NO,. PCR02-18 ( REV. PREPARED BY Kal Tumalieh DATE 01/18/02 BUILDING ADDRESS 2400 La Costa Project Rev. 1 BUILDING OCCUPANCY R-3/U-1 TYPE OF CONSTRUCTION VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($} $240.00 Type of Review Repetitive FeeRepeats Complete Review D Other m Hourly Structural Only Hours Esgil Plan Review Fee $192.00 * Based on hourly rate Comments: Two hours. Sheet 1 of 1 macvalue doc —£- ' ' f ~r "> J 7 ( \ 5±LL- "3.55 1. : 9O Jan-£S-02:26P Ahmad 76O-73S-S364 P.O1 r | ,tj**j^i^t-'K. T »>\U- > ^—pm: 4^Vtfjjl^^^^ftafe^feagsa^^ LEVEL Jan-2B-O2 O2:26P Ahmad 76O-73S-B3I54 &&&££t •:-5 P.O2 Jan^2S-O2 O2:26P Ahmad 760-738-83)54 P.O3 A M ENGINEERS Consulting Structurol Engineers (760)741-7306 SHEET NO; LL CALCULATED BY. OF. .DATE 3an-2B-O2 O2 : 27P Ahmad AM ENGINEERS JL Consulting Structural Engineers (760)741-7306 76O-73S-83I54 CALCULATED BY. P.O4- .OF .DATE U5' -f \\3I Jan-2S-O2 O2:27P Ahmad 760-738-8364 P.O5 A M ENGINEERS Consulting Structural Engineers (760) 741-7306 JOB SHEET NO .OF CALCULATED enr .DATE =-74 Z? Jan-2S-02 O2:2SP Ahmad 76O-73S-S364 P . O6 A M ENGINEERS Consulting Structural Engineers (760)741-7306 CALCULATED BY. - Jan-2S-O2 02--29P Ahmad P.O7 A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB. sneer wo. f / CALCUUJtDBY OP were b-2b-2U 1 1 kJ *?«?4£7 r~ L-4 la I BEDROOM ROOM :sr •- *- . *=! / ] CL H / |J , -. 1L, ^ gUEST PlNINg KOOM *\ euesr \~ \ KITCHEN .PT F* Al .IA1U. ~^r - m *] I! 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C W o p a. o E || S — E Q. 5 O. Q. "5. Q. < "S CL C m S TO « — -- CNI fO AM ENGINEERS Consulting Structural Engineers (760)741-7306 SHEET NO CALCULATED BY OF DATE 0( -AVI wne. Tj END 'L' CMST OR CS PER PLAN NOTE STRAP MAY BE PLACED OVER OR UNDER PLYWOOD STRAP END 'L1 -PROVIDE FLAT BLOCKING AT STRAP PROVIDE EVENLY SPACED NAILS ALONG END LENGTH 'L1 HEADER PER PLAN PROVIDE STRAP NAILING TO HEADER AT SPACING EQUAL -TO SPACING PROVIDED AT END OF STRAP SHEARWALL CONTINUITY OVER OPENING SCALE 1" = l'-0" 3 CLR TYP • 1 BARS C -21' 0/CVERTICAL *M BARS e 2V HORIZONTAL NEW 9" CMU BLOCKS PER PLAN SOLID GROUT ALL STEEL CELLS 2- »•) TOP & BOTTOM C 32" OXC TOP « BOTTOM FOOTING AT 6' HIGH (MAX) C.M.U. WALL SHTG PER PLAN £ N TO DAYLIGHT 2X STUDS (2 J6"0/C TREATED SILL U/ A BOLTS PER SHEAR WALL SCHED 5/8"xl2" A B 2 ^8"0/C #3 £ 12"0/C EA WAY AT MIDHT OF SLAB SAND PER SOILS REPORT 6 MIL VISQUEEN 2- #4 TOP a BOT /3" CLEAR MIN SCALE 3/V-l ' -0" TYPICAL EXTERIOR WALL FOOTIN3 \ 18" MIN \ \ ////= \ ^ \ / ' ' ^ \ ^— -— ~T~" / 15" ////= ]/"/a" CL A £_ 2X STUDS C 16"0/C TREATED SILL W/ A BOLTS PER SHEAR WALL SCHED #3 g 12"0/C £A WAY AT MIDHT OF SLAB 5" MIN \ SAND PER SOILS REPORT 6 MIL VISQUEEN 2- #4 TOP & BOT SCALE 3/4"=l '--0" TYPICAL INTERIOR WALL FOOTING F-z. x6 #1 POST W/ C866 TYP 18" MIN TYP POST FOOTING SHTG PER PLAN 12" 3- #4 EA WAY #1 DOWELS £ 18" 0/C EXT. FOOTING W/ ADJACENT CONC 7 TS PER PLAN 1/2" STUD VMIN REBAR PER PLAN \ 3"CLR " 0/C SAND TYP COLUMN FOOTING 2X6 P.T.D.F.SILL W/ 'A.BOLTS PER SHEAR WALL SCHED qff 2X6 STUDS S 16"0/C COMPACTED FILL CONT AM ENGINEERS Consulting Structural Engineers {760)741-7306 JOD. SHEET NO OF CALCULATED BY DATE 5*3 i DErrA\L (A \ \ 4^^^^Pf£fr A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB SHEET NO CALCULATED BY ,OF DATE A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB. SHEET NO OF CALCULATED BY DATE 5 x/^- Ja,n-2£r-O2 O2:26P Ahmad 76O-73S-S2164 P.O3 AM ENGINEERS Consulting Structural Engineers (760)741-7306 JOB SHEET NO. CALCULATED BY. OF DATE - 10 7M 5 O2 : 27P Ahmad 76O-738-S3G4 P . A M ENGINEERS Consulting Structural Engineers (760)741-7306 SHEET NO.\<a-OF'CALCULATED BY DATE fH u Ja,n-2&-O2 O2:27P Ahmad 76O-73S-S364 P. OS A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB. SHEET NO.. CALCULATED BY OF DATE 3 * Jff Oa.n-2&-02 O2 : 28P Ahmad 76O-738-8364 P.O6 A M ENGINEERS Consulting Structural Engineers (760)741-7306 JOB. SHEET NO CALCULATED BY. OF DATE ;? 2 54^x2 ^ aa-n-2B-O2 O2 : 29P Ahmad 76O-73B-S364 P. 07 A M ENGINEERS Consulting Structural Engineers (760)741-7306 SHEET HO OF CALCULATED BY..DATE •? i- If Jan-2a-O2 O2:26P Ahmad 7GO-73S-B3.64 P. O2 Jan-28-O2 O2:2GP Ahmad 760-738-8364 P.O1 U£V£L ROOF PLYWOOD B N SHTG PER PLAN' 35 PER SHEAR WALL SCHED TJI BLOC E N SHTG PER PLAN -I6d S 8" 0/C -3/8" SOUNDPROOFING MATERIAL 3/4" PLYWOOD -TJI PER PLAN id ^ #5 £W2z*7_^ MAIN LEVEL I-/0- 3/1"PLY 8 N TJI PER PLAN- -I6d S 6"0/C -TJI BLOCKING 6"0/C V^^>^ S \AM^<H 1 ^o^sol•* '"^^-^,; ^^N).4I V^*cK