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Home My WebLink About2230 NOB HILL DR; 2DU; CB090793; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-15-2009 Residential Permit Permit No: CB090793 Building Inspection Request Line (760) 602-2725 Job Address: 2230 NOB HILL DR CBAD Permit Type: RESDNTL Sub Type: 2DU Status: ISSUED Parcel No: 1671122700 Lot #: 0 Applied: 05/12/2009 Valuation: $81,305.00 Construction Type: 513 Entered By: LSM Occupancy Group: Reference #: Plan Approved: 06/15/2009 # Dwelling Units: I Structure Type: SFD Issued: 06/15/2009 Bedrooms: 1 Bathrooms: 1 Inspect Area: Project Title: JOHNSON RES- NEW DETACHED Orig PC#: 640 SF SDU & 215 SF DECK W/STAIRS Plan Check # Applicant: WORTHING INC, B. A. SUITE #201 690 CARLSBAD VILLAGE DR CARLSBAD, CA 92008 760-729-3965 Owner: JOHNSON FAMILY TRUST 08-20-08 2230 NOB HILL DR CARLSBADCA 92008 ~~ZAAR) //9 - — J Building Permit $564.03 Meter Size Add'I Building Permit Fee $0.00 Add'I Red. Water ConFee $0.00 Plan Check $366.62 Meter Fee $0.00 Add'I Plan Check Fee $0.00 SDCWA Fee $0.00 $0.00 CFD Payoff Fee Plan Check Discount _______ _______ $0.00 Strong Motion Fee $8.13 PFF (3105540) $1,421.06 Park in Lieu Fee Park Fee $000 ".',,.LicenseaTax (3104193) $0.00 LFM Fee $0.00 Liceri Tax (4304193) p $0.00 Bridge Fee / © $0.00 Taffic Impact Fee (3105541) $1,052.82 Other Bridge Fee BTD #2 Fee $000\ Side,aIk Fee $0.00 BTD#3 Fee $000 PLUMBINGTOT\ $119.00 Renewal Fee $000 I ELiECTRICALTO $35.00 Add'I Renewal Fee $0O0'.. \ MECHANICAL TOTAL' I $28.50 $0.00 PFF (4305540) $1,311.74 K TffiImpat Fee (4305541) $1,187.22 Other Building Fee $000'" \Houirg'lniiIct F))' $0.00 $O.00S' Housing InLielifee $0.00 HMP Fee $0.00 Hóising CFédit Fee $0.00 Pot. Water Con Fee Meter Size IN co 1MasterDrainage Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees Green Bldg Stands (5B1473) Fe $100 $0.00 Add'I Pot. Water Con. $0.00 Sewé Fée $1,096.00 4,1/? TOTAL'PERMIT FEES \" $7,191.12 fl rJ,c\c) )\\ U (r 3 Total Fees: $7,191.12 Total Payments To Date: . 7,191.12 Balance Due: $0.00 Insoector: FINAL AFIPRONAL _____________ Date: 9/2_9Jo ? Clearance: NOTICE: Please take NOTICE fiat approval of your project includes the "lmposition of fees, dedications, reservations, or other exactions hereafter collectively referred to 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 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 j4LIN STORAGE -ATTACHED Lt I 1( City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/ 2719 Fax: 760-602-8558 Building Permit Application LJI Plan Check No. 12 O9o-7q Est. Value el, 505 Plan Ck. Deposit Date 5/ / - JOB ADDRESS .hb h I1 SUITEft/SPACE#/UNIT# APN I cri - 11 4- - 2.7 CT/PROJECT ft LOT ft PHASE ft ft OF UNITS ft BEDROOMS ft BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORKS N&J f Z rsc cIvje4h UNr41 Z Is EXISTING USE PROPOSED USE GARAGE. (SF) PATIOS (SF) I DECKS (SF) I2I I FIREPLACE YES 13 #_NO I AIR CONDITIONING YES 0 N0 IFIRESPRINKLERS YES 0 NOL CONTACT NAME (U' Different Fom Applicant) APPLICANT NAME .I< ADDRESS ADDRESS 1.0. Pc IOLFI CITY STATE ZIP STATE ZIP PHONE FAX 9HONE... (%D) '72- s— aq MPO FAX I '72R0794t EMAIL low EMAIL PROPERTY OWNER NAME r okt*4 OR BUS. NAME CONTRA worft#iTrij Ii Cw ,• ADDRESS KtV19 1411 !'. ADDRESS F.D. Box CITY . STATE ZIP CI . STATEQJ ZIPg PHONE E1 S6~-t415 FAX . FC -1 • Mo/ q q &5 ,,,o) 7 07g /..- EMAIL EMAIL qJj 4i , ARCH/DESIGNER NAME & ADDRESS I AWI(.5 No4h'n P.C. Ox -4. IV4 STATE LIC. ft STATE LIC.# JCLASS I CITY BUS. - ., . Workers' Compensation Declaration: thereby alum, undèrpè natty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to sell-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. I have and will maintain workers' compensation. as rnnuirwi Iw 03711) nO (ho Labor Code, for the perfom'3Pce nf Ihøwnrk fnr which this ipermit is issued. My workers compensation insurance casir and policy number are: Insurance Co._ rOU,JSr ( roLL.p - C. Policy No. \j p -33 49• . Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in !he 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 (8100,000), In addition to the cost of compensation, damageUasided for I Section 1106 01 the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE —I DATE Z/O 11 will thereby affirm that lam exempt from Contractor's License Law for the f1 • greaspn: • o i, as owner of the property or my employees with wages as their sole pensali 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 loan owner of property who builds or improv ereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 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). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes • Cl No I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contraclors' license number): I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name! address! phone/contractors' license number): 5.1 will provide some of the work, bull have contracted (hired) the following personsto provide the work indicated (include name/address! phone! type of work): PROPERTY OWNER SIGNATURE . DATE 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? 0 Yes 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Cl Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 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. . . I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address IceititythatI have read the application and state thatthe abOve intbnnatlon is correct and that the infonnatlon on the plans Is accurate. lagree to complywtth all Cbyoidinanoes and State laws relating to buildingconsliuction. thereby authorize repesentaIive of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' 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 ofsuch perrind li if big or autho by di pemiftis suspended orabandoned at any time atterthe work is commenced (era period of 180 days (Section 106.4.4 Uniform Building Code). .'APPLICANT'S SIGNATURE' -..... DATE lz_loq eec. 70313 Business and. Professions code: Any City or County which requiret a permit to construct, alter improve demolish or repair any Structure, prior to its issuance. all requires the applicant for such permit to-file a signed statement that he is licensed Jiunuant to, the previsions of the Contractor's License Law {Cliapter 9. commending with Section 1000 of Division 3 of the Business and Psoleasuons (ode} or that he us exempt therefrom, and the basis for the alleged exemption. Any violation of Section 10313 by any applicant for a permit subjects the applicant to a civil penalty of out more than five hundred dollars {$SOO}). City of Carlsbad Bldg Inspection Request For: 09/28/2009 Permit# CB090793 Inspector Assignment: PY Title: JOHNSON RES- NEW DETACHED Description: 640 SF SDU & 215 SF DECK WISTAIRS Type: RESDNTL Sub Type: 2DU Job Address: 2230 NOB HILL DR Suite: Lot: 0 Location: OWNER JOHNSON FAMILY TRUST 08-20-08 Owner: JOHNSON FAMILY TRUST 08-20-08 Remarks: Total Time: Phone: 7604732405 Inspector: Requested By: JOHN Entered By: JANEAN CD Description 19, Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments 7. Comments/Notices/Holds lotice AUTOMATIC FIRE SPRINKLERS REQUIRED lotice See WM 09-40 for water meter permit Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 08/10/2009 82 Drywall/Ext Lath/Gas Test AP PY 07/31/2009 14 Frame/Steel/Bolting/Welding AP PC OK TO INSULATE 07/31/2009 24 Rough/Topout WC PC 07/31/2009 34 Rough Electric AP PC 07/31/2009 44 Rough/Ducts/Dampers WC PC 07/29/2009 27 Shower Pan/Roman Tubs AP PY 07/27/2009 22 Sewer/Water Service AP PY 07/27/2009 24 Rough/Topout AP PY 07/20/2009 21 Underground/Under Floor WC PY 07/20/2009 23 Gas/Test/Repairs PA PY UNDERGROUND FROM POOL EQUIP TO HOUSE 07/07/2009 83 Roof Sheathing/Ext Shear AP PY 06/18/2009 11 Ftg/Foundation/Piers PA PY OK TO POUR W/SOILS LETTER 29- 793 2230 CIVIL ENGINEERING DESIGN GROUP Civil & STRUCTURAL ENGINEERS 1057 SYCAMRE AVENUE VISTA, CA 92081 WWW .CDENGINEERING.COM (760) 599 8585 t (760) 599 8901 June 8, 2009 Job No.09102 TO: City of Carlsbad Development Services Center Building Construction and Safety Division SUBJECT: Report of Foundation Excavation Observation, Proposed Granny Flat, 2230 Nob Hill Drive, Carlsbad, California REFERENCES: REVISED SITE PLAN - Proposed "Granny Flat"- 2230 Nob Hill Drive, Carlsbad, CA 92008, by Civil Engineering Design Group, Dated May 13, 2009 REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Proposed "Granny Flat" - Johnson Residence 2230 Nob Hill Drive, Carlsbad, CA 92008 by Civil Engineering Design Group, Dated February 15, 2009 In accordance with your request, we have observed the foundation excavation for the proposed residential building. Our engineering geologist observed the excavations on June 03, 2009. Based on our observations we offer the following conclusions and observations: Soil conditions observed at the site are substantially in conformance with those assumed in the above referenced soils reports Footing excavations extend to the proper depth and are embedded in suitable bearing strata. Soil has been observed and visually classified for expansion characteristics. The on-site foundation soils are considered to have an expansion index less than 50. If you should have any questions after reviewing this letter, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. R1M pectfmitted, usub Massood Gaskari, R.C.E. Civil Engineering Design Group June 18, 2009 CIVIL ENGINEERING DESIGN GROUP Civil & STRUCTURAL ENGINEERS 1057 SYCAMRE AVENUE VISTA, CA 92081 WWW.CDENGINEERING.COM 0 (760) 599 8585 (760) 599 8901 Job No. 09102 TO: City of Carlsbad Development Services Center Buitdig Construction and Safety Division SUBJECT: Report of Utility Trench Backfill Observation, Proposed Granny Flat, 2230 Nob Hill Drive, Carlsbad, California REFERENCES: REVISED SITE PLAN - Proposed "Granny I6f 2230 Nob Hill Drive, Carlsbad, CA 92008, by Civil Engineer ng Design Group, Dated May 1 2009 REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Proposed "Granny Flat'- Johnson Residence 2230 Nob Hill Drive, Carlsbad, CA 92008 by Civil Engineering Design Group, Dated February 15, 2009 In accordance with your request, we have observed the compaction of the backfill for a utility trench within the pod of the proposed residential building. Our engineering geologist observed the backfill on June 18, 2009. Based on our observations we offer the following conclusions and observations: Soil conditions observed at the site are substantially in conformance with those assumed in the above referenced soils reports. The trench is for sewer pipe and is 12" wide by approximately 18" deep. It is located under the slab and crosses from one end of the pad to the other. The trench backfill was tested for compaction and is found to be acceptable. We recommend that #3 steel bars be added to the slab along the entire length of the trench. The steel bars shall be 6 feet long each, located transverse to the trench and centered on the center line of the trench, spaced at 6" on center. If you should have any questions after reviewing this letter, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respetiy submitted, q/101 ja kss o d c rsk a (I, R. C. E. Civil Engineering Design Group 000 11 '( No. C47303 f Exp. IVIL SEP-21 --2iE 11:32 FROM: SCHOTT ROOFING INC 760?44457 TO: P. 2'E - 22 o t'M-' Lop COVERING INSTALLA flON CERTIFICATE The mof covering applied to the atruciure Located at the addredy indicated below must comply with the current Uniform Building code atndarda or approved testing 4en stendarda. This certi&ation report must be completed by the contractor end posted with the inspCtion record card prior to final Lncpectcn. Address of atiuctiare: - J(J(?QLCj City. ad zip: (4I {Y ___99 ___ Permit number: Li0q-1 7Q 19 Roofing manufacturer: Listing Agency: Listmg Agency approval number: _. Ma,iufacwrer's specification or type: - .j ('à'i:) Roofing type: __f of lope- F'we retardant: Yes No Firo rating clam: INSTALLATION: Vlkbycertify that the roof installed at the aim approved plan& mmiufacturer'e installation a 1 certify that! aatdc the pro-roofing inspection and/or existing roof covering complied with installation of the now roof cover. .fj.LJ! o'ttctor igrtatire Date License #: 380123 Company and address: Schott Kcoflag Inc. 225 E. Carmol St.. #1. Son Marces CA Telephone number: (760) 744.6450 Original: Project Copy: Contractor installer Copy: Building Deparoneut listed address does comply with the lards and all listing requirements. this ro-rouflng job and that the aubsate IC Appendix Chapter 32 prier to FROM MT I NSULT I ON 'Z3OJ> (I FAX NO. :6195628631 Sep. 21 209 11-:49M P1 o ot __1 IIs.I..IL iricr. Irli Complete in duplicate and post with the inspection record card This is to certify that insulation has been installed I conformance with the current energy regulations, California administrative code, Title 2, State of California, in the building located at: 2230 Nob Hill Carlsbad CA 92008 Street Address City State Zip Exterior Wills Batts: Manuldcturer: Guardian Thickness/Type: UnfacedR Value: - 13 tatts: Manufacturer: Guardian Thickness/Type: Unlaced R Value: 30 81own: Manufacturer: Thickness/Type: RValur Wt./Bag: Sq. Ft. Covered: ft gags, Ceiling SetwnUnits Manufacturer: Thickness/Type: RValue: Manufacturer: Thickness/Type: RValue: - Overh & Subiloors Manufacturer: Thickness/Type: R Value: General Contractor: License Number: By: Title: Date: Insulation Contractor: License Number: 295874 By: Robert Fitzsimmons Authorized Rep. Date: 9/1/2009 EsGil Corporation In eVartnership with government for(Building Safety DATE: June 15, 2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 090793 PROJECT ADDRESS: 2230 Nob Hill Drive PROJECT NAME: Guest House for Johnson SET: II O APPLICANT O JURIS. U PLAN REVIEWER U FILE 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI 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. LI 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. LI 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 LI REMARKS: By: Abe Doliente Enclosures: EsGil Corporation El GA 0 EJ PC 6/8/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In (Partnership with çovernmentforq3ui(ding Safety DATE: May 20, 2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 090793 SET: I PROJECT ADDRESS: 2230 Nob Hill Drive PROJECT NAME: Guest House for Johnson O APPLICANT 0NN1EVIEWER O FILE fl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes: LI 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. LI 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 checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been .sent to: Brooks Worthing P.O. box 1041, Carlsbad, CA 92018 ElI 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: Brooks Worthing Date contacted: 5/3(Qfl7 (by:t'*,>e) Mail.,,'Telephone Fax.' In Person El] REMARKS: By: Abe Doliente EsGil Corporation [:1 GA 1:1 MB EJ EPC Telephone #: 760/729-3965 Fax #: -0784 Enclosures: 5/13/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 090793 May 20, 2009 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 090793 JURISDICTION: Carlsbad PROJECT ADDRESS: 2230 Nob Hill Drive FLOOR AREA: Guest House - 640 SF Deck— 215 SF; Patio —203 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: May 20, 2009 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/13/09 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the International 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 construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, 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. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city lacy. 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 090793 May 20, 2009 Please make all corrections, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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. 2. 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. . PLANS All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 2. Show locations of permanently wired smoke alarms with battery backup as follows (Section 907.2.10.1.2): a) Inside each bedroom. 3. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section-1803.3. 4. Note on the plans that receptacle outlet locations will àomply with CEC Article 210.52(A). 5. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). Thisreceptacle must be GFCI protected. 6. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: A 20 ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. 7. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." CEC Article 210.12(B). Carlsbad 090793 May 20, 2009 8. Clarify the support of the 6 X 12 deck beam. You are showing a 4 X 12 at one end and 4 X 12 and 4 X 10 at the other end. 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 L3 No 11. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone numberof 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. Carlsbad 090793 May 20, 2009 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 090793 PREPARED BY: Abe Doliente DATE: May 20, 2009 BUILDING ADDRESS: 2230 Nob Hill Drive BUILDING OCCUPANCY: R-3 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Guest House 640 121 .9.4 78,042 Deck 215 14.41 3,098 Rzue-- -. —&8- - Air Conditioning Fire Sprinklers TOTAL VALUE 82,940 I Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee _byOrdinance Plan Check Fee by Ordinance El Type of Review: El Complete Review $524.85 I $341.151 Structural Only El Repetitive Fee Repeats El Other El Hourly Hr. @ * EsGil Fee I $293.92 Comments: Sheet 1 of 1 macvalue.doc + City of Carlsbad . jffl SI I 'A'IT 4- iL' II IT-I-I I L.j BUILDING PLANCHECK CHECKLIST DATE: q (17_( U1 BUILDING ADDRESS: 2J2fO PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT ,r_i J;;:I.Wi.1I 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 date, including field modifications, must be reviewed by this office to insure continued conformance with 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. El A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please ee he att hed report of deficiencies marked it 0. Ma necessary corrections to plans or sped tions r compliance with applicable codes and stan ards. Submit corrected plans and/or specifications to this office for review. Date: &/0'-.)/0 C>~~~ t !~' By: Date: By: Date: FOR OFFICIAL USE ONLY EN NEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By: Date: (LO ATTACHMENTS 0 Dedication Application/Checklist Encina Wastewater Screening Survey Encroachment Application/Checklist 0 Grading Permit Application 0 Grading Plan Application/Checklist 0 Improvement Application/Checklist 0 Neighborhood Improvement Agreement Right-of-Way Permit Submittal Checklist and Information Sheet Storm Water Compliance Forms /èr ENGINEERING DEPARTMENT CONTACT PERSON Name: Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 Fax: (760) 602-1052 Email: lonti@ci.carlsbad.ca.us CFD INFORMATION Reference No(s): LDlJ' Lot No.: Recordation: (i2T7 Subdivision! 4 . Carlsbad Tract: jJt1VJ 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720' FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST SITE PLAN 1 Pr vide a fully dimensioned site plan 'orth Arrow • ( ( Existin& Proposed Structures C. Existi g Street Improvements Pr erty Lines I E 2. Show on site plan: to scale. Show: .ight-of-Way Width & Adjac Dtiveway widths—,-ekA(955 -t 112,+Pal P, Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 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. . 0 3. Include on title sheet: address Asse or's Parcel Number al 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 2 Rev. BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE Ljt \A 0 0 4a. Project does not comply with the following Engineering Conditions of approval for Project No.________________________________________________________ 0 0 0 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 0 0 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 $_17.000 , 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 0 0 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 $_82000 , pursuant to Carlsbad Municipal Code Section 18.40.040. . 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 on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the 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: 3 Rev. 2102109 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD IMPROVEMENT REQUIREMENTS continued U U U 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: O 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement (NIA). Please return agreement signed and notarized to the Engineering Department. Completed by: Date: o o 0 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent 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 15.16.010 of the Municipal Code. 0 0 0 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. 7b. Grading Permit -required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading Grading Inspector sign off by: • Date: 0 0 D 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 0 0 0 7d .No Grading Permit required. 0 0 7e. If grading is not required, write "No Grading" on plot plan. • Rev. 2102109 BUILDING PLANCHECK CHECKLIST 2ND 3RD ø-D n MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT 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. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 for assistance U MERE NPDES PERMIT A LA 10. 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. LI STORM WATER COMPLIANCE . 1 0a. J. Requires Project Storm Water Permit: PSP (fl )Tier I/Tier II (Requires SWPPP) - Please complete attached forms Exempt -Please complete cneStöi.cWater Exemption forTN DEVELOPMENT FEES 11. J,equiedfees.a ivWalPIM6,11More information needed O)AO( u No fees required jfa incu*a~- 1(OLA5 or (wr&? 5 Rev. 2102109 BUILDING PLANCHECK CHECKLIST 1 ST 2 ND 3RD WATER METER REVIEW E 0 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. Al? All single family dwelling units receive "standard" 1" service with 5/8" meter. j All residential units that need to be fire sprinkled receive a 1" meter. See I,LUVLUVI L..(J Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing V systems criteria. . 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). 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). NOTE: Upon declaration of Drought Response Level 3 condition, no new potable water service shall be provided and no new temporary meters or permanent meters shall be provided. See Ordinance 44 for more information. 0 0 12b. 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: 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, the landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Rev. 2102/09 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD *WATER METER REVIEW continued 12b. Irrigation Use (continued) 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 service boundary, the City is in the process. of switching these irrigation services/meters to a new recycled water line U 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above.. If a project fronts a street with recycled water, then they should be connecting to this line to Jrrigate 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, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA forthis. U U 0 13. Additional Comments:. Rev. 2102109 ENGINEERING DEPARTMENT FEE CAL CULA TION WORKSHEET j4imate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: t'P7 &\( 1.4 ¶TY9 Bldg. Permit No. C$:7 Prepared by:-( 10 1é( Date:. ' ecked by: Date: EDU CAL CULA TIONS: List types and square footages for all uses. rnn Types of Use: zony Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: Types of Use: . Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: AD T CALCULATIONS: List types and square footages for all uses. Types of Use: ______ Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: Types of Use: . Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: FEES REQUIRED: #1, Traffic WITHIN CFD: 0 YES (no bridge. & thoroughfare fee in District reduced Impact Fee) 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADRANT SW QUADRANT FEE/UNIT: . X NO. UNITS: = $____________ TRAFFIC IMPACT FEE ADTT. I X FEE/ADT: 2, 24V =s 2.4 2jtL1i 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 ADT's/UNITS: X FEE/ADT:_________ /;3FACILIT14=MENT ZONE FEE/SQ.FT./UNIT?- = _________ SEWER FEE 42 EDU's: 1 X FEE/EDU: BENEFIT AREA: EDU's: X FEE/EDU:__' 6. DRAINAGE FEES PLDA : HIGH _______ /LOW______ Aroace )( FEE/AC: cL?1TABLE WATER FEES UNITS CODE CONNECTION FEE METER. SDCWA FEE i 1s -p s VV ' U2- I-f-a It IRRIGATION 1 F:FARMERKATHVMASTERSFEE CALCULATION WORKSHEET.d0c2008.doc Rev. 7114100 f Engineering Department Development Services. Request for Building Plancheck Review To: []Building EEng-Design EEng-P&P EEng-Transportation Fire DM&O-Storm Drain LJM&O-Wastewater Will Foss Bill Plummer Scott Evans Bob Johnson Grea Ryan Clayton Dobbs Don Wasko DM&O-Water DPW-Trees & Medians EJPlanning DRecreation-Trails EJStreets El Joe Adams Mike Bliss Liz Ketabian Nick Rogue From:Linda Ontiveros , Project Engineer (PE), ext:2773 Attached: Improvement Plans Date:____________________ D(Precise) Grading & Erosion Control Plans O Final/Parcel Map MOther: Building Plancheck Project ID:CB 09-793 DWG No.:N/A Plancheck No.:1 Project Name: Johnson Residence Applicant:Brooks Worthing Ph:760-729-3965 Attached is a copy of a plan for project referenced above. Please review for automatic fire extinguishing system requirements and return your comments. Your response must be received by June . 2009 . If we do not receive comments, this will be interpreted to mean that you have no objections to the proposed work. DEPARTMENT COMMENTS (see instructions above) OComments on plans []No comments J 4 (760)- Printed Name Initials Telephone Date PE: Comments reviewed______ - Initial date Distribution: Original to filei Doc ER-99-32 0610512008 Discretionary Review Checklist PROJECT NUMBER: CB 090793 BUILDING ADDRESS: 2230 Nobhill Drive PROJECT DESCRIPTION Second D.U. Addition ASSESSOR'S PARCEL NUMBER: 187-114-27 FIRE 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 date, including field modifications, must be reviewed by this office to insure continued conformance with 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. By: Date: DENIAL Please see the attached report of deficiencies marked with EJ. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: G.Ryan Date: 06/03/09 By: Date: By: Date: ATTACHMENTS FIRE DEPARTMENT CONTACT PERSON NAME: Gregory L Ryan Deputy Fire Marshal ADDRESS: 1635 Faraday Ave Carlsbad, CA 92008 PHONE: (760) 602-4663 REVIEW CHECKLIST SITE PLAN 1ST 2NDij 3RO 0 0 0 1. Access: a Fire Department access inadequate. Provide fire access road in accordance with CIVIC 17.04.010. This access shall provide an unobstructed width of 24 feet, and a unobstructed vertical clearance or "clear-to-sky". a Gates. Gates securing access roads shall provide a clear opening of 16 feet in width, be provided with Optical pre-emptive sensing equipment and an approved keyed override switch a Dead-End access. Dead-end streets, aisles and driveways in excess of 150 linear feet shall be constructed in such a manner that fire apparatus can maneuver to reverse direction on the road. Or must provide appropriately designed turn-around. a Fire Access Road surface. The surface of all fire department access routes shall be of an impervious "all-weather" surface material, designed to carry a minimum load of 75,000 pounds axel weight. a Alternative road surface. Alternative road surface materials such as turf block or grass crete may be approved by the Chief if; the applicant requests by letter for an approval of the use of Alternate Means and Materials and provide performance specifications and construction details which have been reviewed and certified by a licensed engineer. a Fire Lanes. If fire lanes are designated they shall become the responsibility of the developer to have said access restrictions recorded, that the owner is responsible to provide and maintain to identify and ensure enforcement of those designated access. WATER IMPROVEMENT 1ST 2ND 3RD1 0 0 0 1. Hydrants,. Additional on-site public water mains and fire hydrants are required. Provide additional fire hydrants at intervals of 300 feet along public streets and/or private driveways. Hydrants should be located at street intersections when possible, but no closer than 100 feet from the terminus of a street or driveway. a Provide additional fire hydrants at intervals of 500 feet along public streets and/or private driveways. Hydrants should be located at street intersections when possible, but no closer than 100 feet from the terminus of a street or driveway. a Provide additional fire hydrants at intervals of 1000 feet along public streets LANDSCAPE 1STe 2NDO 3RD 0 0 0 1. Distance form structure or building to brush. Indicate the distance from each structure to existing native vegetation or wildland area. Rear yard set-backs. Provide dimensions from rear property line to structure Fire control planting. Indicate how the proposed plan conforms to the City of Carlsbad Landscape Guidelines by depicting various fire control plantings or management zones which buffer structures from the hazards of undisturbed native vegetation. Fire Control maintenance responsibility. Provide a maintenance plan which identifies who will be responsible for periodic fire control maintenance, how it will be accomplished, what maintenance benchmarks or standards are proposed and how they will be documented. Access for emergency vehicles and maintenance. Provide access to all designated fire suppression zones for emergency vehicles and maintenance. FIRE SPRINKLERS 1 STIm2NDj 3RDa X 0 0 1. An automatic fire sprinkler system is required for this project because: This project is located on a street that does not meet the minimum street width of twenty-eight (28) feet in a fire hazard zone. X This project is accessed from a Private street or driveway less than 24 feet in width. This project is located on a street, access roadway or driveway that exceeds the maximum gradient of 10.0% (5.7degrees). This project is located less than ten (10) feet from adjacent buildings (eave to eave) X The center or the furthest most wall or projection of the dwelling exceeds 150 feet from the "Center-line" of the nearest fire department access. This distance is measured along a path that simulates the route a firefighter may take to access all portions of the exterior of a structure from the nearest public road or fire access road. This project exceeds or expands the aggregate floor area of five-thousand (5,000) square feet. Mezzanines and garages shall be included in the aggregate square footage calculation. Detached buildings such as cabanas, pool houses, 'granny flats' and the like shall be included in the total square footage if they meet any of the above conditions. X 0 0 2. Provide notes on all plans submitted for review that indicate that fire sprinklers are required. X 0 0 3. Submit fire sprinkler plans to the Fire Department for review. WATER METERS X 0 0 4. You will be required to install a one inch (1") or greater water service and water meter. This is to ensure that there is adequate water provided in the event of a fire sprinkler activation during periods of other uses and/or demands, e.g. irrigation. PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check Nb. CB09-0793 Address 2230 Nob Hill Dr Planner Chris Sexton Phone (760) 602- 4624 APN:167-112-27 Type of Project & Use: Net Project Density: DU/AC 0 Zoning: R-1-10.000 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land used created by this permit: N Circle One is 0) z 0) . 0) . j . j Legend: Item Complete El Item Incomplete Needs your action Z El El Environmental Review Required: YES El NO El TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: _____ 0 El 0 Discretionary Action Required: YES El NO El TYPE • APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: El El Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 0 NO CA Coastal Commission Authority? YES 0 NO Q If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402 (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Z El El Habitat Management Plan Data Entry Comp!eted? YES El NO El If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) El El Inclusionary Housing Fee required: YES El NO El (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES El NO El (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) H:ADMINTemplate\Building Plancheck Review Checklist.doc Rev 4/08. 1. Applicability: YES E] NO E] 2. Project complies: YES 0 NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Shown Required Shown Required Shown Required Shown Required Shown Site Plan: DD -J 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 (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44— Neighborhood Architectural Design Guidelines Accessory structure setbacks: Front: Required Shown Interior Side: Required 10 Shown .iZ Street Side: Required Shown Rear: Required Shown 29.75' Structure separation: Required 10 Shown Lot Coverage: Required >40% Shown Height: Required ?i4 Shown ?.14 Parking: Spaces Required .1 Shown I parked tandem (breakdown by uses for commercial and industrial pro Residential Guest Spaces Required Shown ....._.., U L1..0 Additional Comments 1) Need to sign Affidavit of CoThpliancefor a SDU. 2) Is the SDU & architecturally comnatible with the main unit? 3 Is SDU a manufactured unit? If so nlease submit materials since per the Carlsbad Municipal Code R-1 section: Exterior siding materials shall be stucco, masonry, wood or brick unless an alternative exterior material is approved by the planning director. The planning director may approve a siding material other than those listed in this section only if he or she finds that use of such material is in harmony with other dwelling units in the neighborhood. 3) Please show the lot coverage? ui ri 5A A 9I(tsu, çu 4, S 1'JD LctJ %JI w. joi OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER J DATE <' Ijtirc kb U4 Lc) ft v( 'Pt V-5 H:ADMIN\TempIateBuilding Plancheck Review Checklist.doc Rev 4/08 CITY OF CARLSBAD - AFFIDAVIT OF COMPLIANCE FOR A SECOND DWELLING UNIT Instructions to Property Owner (Affiant): Please type or print complete and accurate answers in all blank spaces in Section I. Please read carefully, particularly Section II. Please read, sign and date Section III indicating that you understand and agree with the conditions of compliance. SECTION I - INFORMATION Property owner(s): Dev rc . c)0\f\V So./ r Name(s) iZ3o N(o Property Address: Street Address Zip Code 2c-rtS City State Assessor Parcel No. I if Y • 2. 70C) Subdivision: W2 t 9 ) / or Dw&' I 58-c Name Lot/Block Parcel No. Project Number: () C) 79 3 SECTION II- CONDITIONS FOR COMPLIANCE PLEASE READ CAREFULLY 1. A second dwelling unit is an attached or detached dwelling unit which is located on the same lot as an existing owner-occupied single-family detached dwelling unit and is: Suitable for use as a complete living facility with provisions within the facility for cooking, eating, sanitation and sleeping; Occupied by one or more persons; and C. Subordinate to the main dwelling unit. 2. The Property Owner(s) listed above hereby certifies that he/she owns the above referenced property, as of the date of this affidavit, and to his/her belief and knowledge, there are no conditions, covenants or restrictions on the property prohibiting a second dwelling unit apartment. 3. The Property Owner(s) agrees to the following terms and conditions: FRM0006 6/03 PAGE lOF 2 The property and residence referenced above must not contain a second residential dwelling unit unless it is in compliance with the second dwelling unit provisions of the Zoning Ordinance of the City of Carlsbad. The Property Owner(s) shall reside in either the main dwelling unit or second dwelling unit described above, now, and for the life of this agreement, unless a lessee leases both the main dwelling unit and the second dwelling unit. C. The Second Dwelling Unit may only be rented and shall not be sold separately from the main dwelling unit, unless the lot on which such units are located is subdivided. The Property Owner(s) agree to rent the Second Dwelling Unit at a monthly rental rate which shall not exceed an amount equal to 30% of the gross monthly income of a low- income household, adjusted for household size, at 80% of the San Diego County median income. A copy of this agreement and Affidavit must be given by the Property Owner(s) to prospective purchasers of the property pnor to entering into a' sales contract for said property. SECTION III - AFFIRMATION AND AGREEMENT I HEREBY DECLARE AND AFFIRM, under penalty of peijury, that all matters and facts set forth in this agreement are true and correct to the best of my knowledge, information and belief, and that I (we) understand, accept and will abide by the regulations, requirements, and standards governing the Second Dwelling Unit. BY: Date" • / O .5 Date Owner's Telephone Number(s): (11' 0, 583 R3 Z- ' Home Office FRM0006 6/03 PAGE 2 OF 2 Carlsbad Fire Department Nr-Vr:L0R44E&j Plan Review Requirements Category: RESDNTL, 2DU Date of Report: 06-0312009 Reviewed by: '_ Awt Name: WORTHING INC, B. A. Address: SUITE #201 690 CARLSBAD VILLAGE DR CARLSBAD, CA 92008 Permit #: CB090793 Job Name: JOHNSON RES- NEW DETACHED Job Address: 2230 NOB HILL DR CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: C0N0003493 [NOT MET] Provide an automatic fire sprinkler system designed to NFPA 13-D. Said system shall be installed in occupancies and locations asset forth in the California Building Code and the Carlsbad Municipal Code Title 17. Note: Residential sprinkler systems designed in accordance with NFPA standards 13R may not be used as the basis for increases to the basic allowable floor area or exemption from any other California Building Code requirement as NFPA 13R does not require sprinklers in all areas of the building. Entry: 06/03/2009 By: GR Action: CO Carlsbad Fire Department EJLDING DEFT COPY Plan Review Requirements Category: RESDNTL, 2DIJ Z-14 Date of Report: 06-08-2009 Reviewed by: Name: WORTHING INC, B. A. Address: SUITE #201 690 CARLSBAD VILLAGE DR CARLSBAD, CA 92008 Permit #: CB090793 Job Name: JOHNSON RES- NEW DETACHED Job Address: 2230 NOB HILL DR CBAD INCOMPLETE The item you have submitted for review is incom A. I fflce cannot t determine opliine with.the ap1ic] s. Please review carefu y a1T comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: C0N0003493 [ME * APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 06/08/2009 By: GR Action: AP Carlsbad Fire Department WILDING DEPT. COPY Plan Review Requirements Category: RESDNTL, 2DU Date of Report: 06-03-2009 Reviewed by: Name: WORTHING INC, B. A. Address: SUITE #201 690 CARLSBAD VILLAGE DR CARLSBAD, CA 92008 Permit #: CB090793 Job Name: JOHNSON RES- NEW DETACHED Job Address: 2230 NOB HILL DR CBAD INCOMPLETE The The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: C0N0003493 [NOT MET] Provide an automatic fire sprinkler system designedtoNFPA 13-DSaid system shall be installed in occupancies and locations as set forth in the California Building Code and the Carlsbad Municipal Code Title 17. Note: Residential sprinkler systems designed in accordance with NFPA standards 13R may not be used as the basis for increases to the basic allowable floor area or exemption from any other California Building Code requirement as NFPA 13R does not require sprinklers in all areas of the building. Entry: 06/03/2009 By: GR Action: CO LIMITED GEOTECHNICAL INVESTIGATION Prepared for M/M Joan & Dennis Johnson Proposed "Granny Flat" 2230 Nob Hill Drive Carlsbad, CA 92008 Attached are two documents: The original "soils report" of February 15, 2009— entitled Report of Limited Geotechnical Investigation - including all attachments - prepared by Civil Engineering Design Group The revisions of May 13, 2009 - also prepared by Civil Engineering Design Group. The revisions were necessary because of major changes in the design of the proposed building which allowed it to be positioned further from the existing crib wall at the back of the property. The May 13 revisions include a new site plan. Additionally, Figure 7 in the original report contains an erroneous vertical scale which gives the impression that the crib wall is much higher than the correct figure (given on page 3 of the original report) of 18.5 feet. The May 13 revisions include a corrected Figure 7 which also shows, in a cross-sectional view, the new location of the proposed structure and its relationship to the crib wall. 5- W~A q1 0Z Li CIVIL ENGINEERING DESIGN GROUP Civil & STRUCTURAL ENGINEERS 1057 SYCAMRE AVENUE VISTA, CA 92081 WWW.CDENGINEERING.COM (760) 599 8585 (760) 599 8901 May 13, 2009 TO: M/M JOAN AND DENNIS JOHNSON 2230 Nob Hill Drive Carlsbad, CA 92008 SUBJECT: REVISED SITE PLAN - Proposed "Granny Flat" 2230 Nob Hill Drive, Carlsbad, CA 92008 REFERENCE: REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Proposed "Granny Flat" Johnson Residence 2230 Nob Hill Drive Carlsbad, CA 92008 February 15, 2009 In accordance with your request, we have reviewed the revised site plan for the above project. You have located the new structure further away from the crib wall. The revised site plan is prepared by Brooks Design and is attached hereto. The proposed foundations for the new location extends beyond the surcharge loads on the existing Crib Wall retaining wall at the north end of the property. We have also attached the revised Section A-A', showing the new location of the building relative to the crib wall. Some minor remedial grading may still be necessary to remove any surficial remaining fills. The surficial fills may also be penetrated with foundation excavations. This condition can be better evaluated at the completion of excavation for the sub-grade. The excavations should expose competent natural ground near the proposed finish grade surface. Refer to the Earthworks and Grading section of the referenced report for more information on site preparation. If you should have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, 9,oFES,0. CIVIL ENGINEERING DESIGN GROUP 00 q 2f No. C47303 n Massood Gaskari, RCE 47303 Attachments: 1. Revised Site Plan 2. Cross Section A-A' (Figure No. 7) [MIS 910 PUll PREPARED BY. BROOKS BORON P.O. 800 1041 CARLSBAD, CA 92018 LICENSE •392894 D 5.58 6-96 MoCE LEI WW /1 F pO:oV9l oi \ ow STORAGE I PROPOSED .0' S00 ROPOSED COVERED 12.0' PATIO 38.65' IOfl I 2ND D. U. 7 - EXISTING POOL A ! GO EXISTING - RESIDENCE 200' EXISTING CONCRETE DRIYEWAY HI LL DR. Proposed "Granny Flat" 2230 Nob Hill Drive Carlsbad, CA 92008 Section -4 - A 29.75' New 2nd 41 Dwelling Unit —ø1 . ±3' Existing mm. CL Retaining .... .... ... . Approx. Fin. Grade Qaf / Existing Ground Surface / af I ........Qo,p ........................... 0 ±181-611 . . . .. . . . y. . . . / . . . . . . . . . . . . op / ......... Line of Actual load from 1 to I line - nearest footing (1 to 1) 10 20 30 40 50 60 Distance (Feet) NOTE: This cross section is partially schematic and is provided only for discussion purposes. This section should not be used for design or planning purposes. CROSS SECTION A-A' CIVIL ENGINEERING DESIGN GROUP — CVIL SIRL.ICIURAL ENGINEERS 57S'C?MCKt ;VFr.,UE CA 92C81 f?6C) 599 8585 - I/ouj 59 93I 7:Cfl(%SflhI RFPflRTSAflOAO1A. ........-.. n_..._.. c.....- ------------------... ... CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA; CA 92081 WWW.CDGENGINEERING.COM 13 (760) 599 8585 (760)5998901 REPORT OF LIMITED GEOTECHNICAL INVESTIGATION PROPOSED GRANNY FLAT 2330 Nob Hill Drive, Carlsbad, CA 92008 Project No: 09102 Prepared for: M/M Joan & Dennis Johnson (760)583-2325 Prepared by:. • Civil Engineering Design Group . Massood Gaskari, P.E. NO. C47303 EXP. 12-31-0.9 Date prepared: February 15. 2009 ION CIVIL ENGINEERING DESIGN GROUP Civil & STRUCTURAL ENGINEERS 1057 SYCAMRE AVENUE VISTA, CA 92081 WWW.CDENGINEERING.COM 0.(760) 5998585 (760) 599 8901 February 15, 2009 TO: WM JOAN AND DENNIS JOHNSON 2230 Nob Hill Drive Carlsbad, CA 92008 SUBJECT: REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Proposed "Granny Flat" Johhson Residence 2230 Nob Hill Drive Carlsbad, CA 92008 In accordance with your request, we have performed a geotechnical investigation for the proposed residential addition project. We are presenting herein our findings and recommendations. In general, we found the site to be suitable for the proposed project provided that the recommendations contained herein are adhered to. If you should have any questions after reviewing this report, please do not hesitate to contact our. office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CIVIL ENGINEERING DESIGN GROUP RoFES ./0 Massood Gaskari, RCE 47303 cc Exp TABLE OF CONTENTS PROTECTDESCRIPTION ................................................................................................ i SCOPEOF WORK ................................................................................. ... ......... .......... ..... 2 FINDINGS..........................................................................................................................3 SiteDescription ................................................................................................................. 3 Description of Site Geology and Subsurface Soil Conditions....................................4 GroundWater ..................................................................................... ....... ......... ...............4 TECTONICSETTING.......................................................................................................5 SEISMIC DESIGN PARAMETERS.................................................................................6 GEOLOGICHAZARDS...................................................................................................6 CONCLUSIONS................................................................................................................7 RECOMMENDATIONS...................................................................................................8 EarthWork and Grading .................................................................................... ....... ...... 8 SitePreparation .................................................................................. ........ ....................... 8 FillSuitability ....................................................................................................... ....... 9 Excavation Characteristics........................................................................................9 Compaction and Method of Filling ........................................................................9 Temporary Cut Slopes 9 Surface Drainage 10 Erosion Control 10 General.......................................................................................................................10 Dimensions and Embedment.................................................................................10 SoilBearing Value ......................................................................... ....... .................... 11 Lateral Load Resistance ............................................. . .... ... ... ......... .... .......................11 FoundationsSurcharge ................................................................................ .............. 11 Reinforcement................................................................... ........................................ 11 AnticipatedSettlements..........................................................................................11 Foundation Plan Review ....................................................................................... ..12 Foundation Excavation Observation.....................................................................12 INTERIOR FLOOR SLABS......................................................................................12 SLAB MOISTURE BARRIERS ......................................................................................12 EXTERIOR CONCRETE FLATWORK .................................................................15 FIELDINVESTIGATION...............................................................................................15 FIELDTESTING..............................................................................................................16 LABORATORY TESTS AND SOIL INFORMATION................................................16 CONSTRUCTION NOTES ................................................................................. ..........17 LIMITATIONS.................................................................................................................17 TABLES Table I Mapped Spectral Acceleration Values and Design Page. 6 ATTACHMENTS FIGURES Figure No. 1 FigureNo. 2 Figure No. 3 and 4 Figure No. 5 Figure No. 6 Figure No. 7 Figure No. 8 APPENDENCES Appendix "A"- Standard Grading Specifications Site Location and Topographic Map Plot Plan Test Excavation Logs Helical Probe Test Plot Helical Probe - Soil Classification Chart Cross Section GeOlogic Map Excerpt REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Proposed "Granny Flat" Johnson Residence 2230 Nob Hill Drive Carlsbad, CA 92008 PROJECT DESCRIPTION The following report presents the results of a limited geotechnical investigation performed, for the proposed residential addition project. The site is located at 2230 Nob Hill Drive in the City of Carlsbad, County of San Diego, California. The site is improved with a one-story single-family residence with an attached garage. The property is irregular-shaped and is approximately 15300 square feet in area. The lot was graded as a level terraced building pad. Figure Number 1 (attached) provides a vicinity map showing the approximate location of the property. It is our understanding the site will receive a "granny-flat" addition to be constructed at the north end of the lot. It is anticipated the new addition will be supported on a conventional shallow foundation system with a slab on grade floor. The proposed addition will be constructed at or near the elevation of the existing pool decking. Grading will consistprimarily of a cut and export operation, lowering the site grade up to 3 feet at some locations. To aid in the preparation of this report, we were provided with a Site Plan titled Joan & Dennis Johnson, 2230 Nob Hill Drive, Carlsbad, CA 92008, by Soloman of Yucca Valley, California. This plan was modified as the basis for our Plot Plan preparation and mapping and is included herewith as Figure Number 2. This report has been prepared for the exclusive use of the stated client and his design consultants for specific application to the project described herein. Should the project be changed in any way, the modified plans should be submitted to CIVIL ENGINEERING DESIGN GROUP for review to determine their conformance with our recommendations and to determine if any additional subsurface investigation, laboratory testing and/or recommendations are necessary. Our professional services have been performed, our findings obtained and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, expressed or implied. SCOPE OF WORK The scope of this investigation was limited to: surface reconnaissance, research of readily available geotechnical literature pertinent to the site, subsurface exploration, laboratory testing, engineering and geologic analysis of the field and laboratory data and preparation of this report. More specifically, the intent of this investigation was to: Identify the subsurface conditions of the site to the depths influenced by the proposed construction. Based on laboratory testing and our experience with similar sites in the area, identify the engineering properties of the various strata that may influence the proposed construction, including the allowable soil bearing pressures, expansive characteristics and settlement potential. Describe possible geotechnical factors that could have an effect on the site development. Provide mapped spectral acceleration parameters relative to the 2007 CBC and 2006 IBC. Address potential construction difficulties that may be encountered due to soil conditions and/or groundwater, and provide recommendations concerning these problems. Recommend an appropriate foundation system for the proposed additions and develop soil engineering design criteria for the recommended foundation designs. Present our opinions in this written report, which includes in addition to our findings and recommendations, a site plan showing the location of our subsurface explorations, logs of the test trenches and a summary of our laboratory test results. We did not evaluate the site for hazardous materials contamination. Further, we did not perform laboratory tests to evaluate the chemical characteristics of the on-site soils in regard to their potentially corrosive impact to on-grade concrete and below grade improvements. Page 2 FINDINGS Site Description The project site is located at 2230 Nob Hill Drive in the City of Carlsbad, County of San Diego, California. The site is bounded on the north by Carlsbad Village Drive, on the south with Nob Hill Drive and on the east and west with single family homes. A legal description of the property is APN 167-112-27. The property is irregular-shaped with about 84 feet of radial frontage along Nob Hill Drive and is about 159 to 187 feet deep. A Site Location and Topographic Map is attached as Figure 1, a layout of the property is included on the Plot Plan, Figure No. 2. The property currently supports a one-story, single-family residence with an attached garage. Exterior improvements include concrete sidewalk, driveway and patio slabs, and a swimming pool with concrete decking. Vegetation consists of a lawn grass, landscape shrubs and a few trees. The property exists as a relatively level lot terraced into moderately sloping hillside terrain. It appears the lot is constructed mostly of cut ground building pad. The grading resulted in the construction of west facing, mostly cut slopes, adjacent to the side (east and west) property lines. The east side yard slope appears to be located on the subject property and is approximately 8 feet in maximum height. The west slope appears to be located on the adjacent property and is approximately 10 feet in maximum height. These existing slopes are constructed at an approximate 1.5:1.0 (horizontal to vertical) inclination. The lot appears to drain by sheet flow to Nob Hill Drive. Survey information concerning actual elevations was not available at the time of our investigation. However, a review of area topographic maps indicates site elevations on the order of 275 feet MSL. A "Crib Wall" descends from the north end of the property, down to the Carlsbad Village Drive right-of-way. Crib walls are a gravity-type retaining wall system consisting of pre-cast, interlocking concrete units. When assembled each wall cell forms a square-shape when observed in "plan view". Typically, compacted fill soil or aggregate is placed within the void area inside this component framing. The existing retaining wall is approximately 18.5 feet in maximum height. It is our understanding the wall was constructed and engineered by the City of Carlsbad as part of the improvements to Carlsbad Village Drive. Raised planters are located at the north end of the lot; the planters are constructed of railroad ties and obtain an approximate maximum height of 4 feet above the average pad grade. The planters extend above the top of the crib wall. Page 3 Description of Site Geology and Subsurface Soil Conditions The subject site is located in the Coastal Plains Physiographic Province of San Diego County. The site is underlain at depth with Quaternary-aged paralic deposits with associated topsoils. These soil types are described individually below in order of increasing age. Also refer the attached Test Boring Logs, Figure No. 3 and 4. A geologic cross section is provided as Figure No. 7. An excerpt from a regional geologic map is included as Figure No. 8. Topsoil: The site is overlain with about one foot of topsoil-fills. These encountered surficial deposits consist primarily of dark brown, moist to very moist, loose, silty sand. Artificial Fill: Fill soils overlie portions of the addition side and were placed in the raised planters, a small "platform" pad and as retaining wall backfill. The fills consist primarily of orange-brown, medium dense, silty fine to medium sand material. These fills may have been derived from excavations for the existing pool. Old Paralic Deposits (Qop): According to a review of Digital Geologic Map of the Oceanside 30' X 60' Quadrangle, Southern California (Kennedy-Tan, 2005), the topsoils are underlain with competent, Quaternary-aged paralic deposits. Older geologic maps refer to these deposits as a marine terrace.. These encountered materials consist of orange-brown, medium dense to dense, silty fine to medium sand material. These paralic materials are considered suitable bearing material and generally possess very low-expansion potential. Ground Water No groundwater was encountered in our test excavations at the time of our investigation. However, it should be kept in mind, that any required grading operations might change surface drainage patterns and/or reduce permeability due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, only if good positive drainage is implemented at the completion of construction. Corrective action should be taken on a site-specific basis if, and when, it becomes necessary. Page 4 TECTONIC SETTING I No major faults are known to traverse the subject site but it should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones, which typically consist of several individual, en echelon faults that generally strike in a south easterly - northwesterly direction. Some of these fault zones (and the individual faults within the zones) are classified as active. According to the criteria of the California Division of Mines and Geology, active fault zones are those, which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years). A review of available geologic maps indicates that the Rose Canyon /Ing1ewood- Newport Fault Zone is the nearest active fault and is located about 7 kilometers west of the site. According to California Department of Conservation, Division of Mines and Geology, Open-File Report 96-08 / U.S. Department of the Interior, U.S. Geological Survey Open-File Report 96-706, a 7.2 magnitude earthquake would be the maximum event along the Rose Canyon Fault Zone. The Rose Canyon Fault is considered a type "B" fault with a slip-rate of 1.5 mm/year. Other active fault zones in the region that could possibly affect the site include the Coronado Bank and San Clemente Fault Zones to the southwest and the Elsinore, Earthquake Valley, San Jacinto, and San Andreas Fault Zones to the northeast. However, a Maximum Magnitude Earthquake on the Rose Canyon! Inglewood-Newport Fault Zone is anticipated to generate ground accelerations on the site, greater than any of these other nearby fault zones. The Aiquist-Priolo Earthquake Fault Zoning Act was signed into California law on December 22, 1972 to mitigate the hazard of surface faulting to structures for human occupancy. The act in its current form has three main provisions: 1) it directs the State of California Division of Mines and Geology (now known as the California Geological Survey) to compile detailed maps of the surface traces of known active faults. These maps include both the best known location where faults cut the surface and a buffer zone around the known trace(s); 2) It requires property owners (or their real estate agents) to formally and legally disclose that their property lies within the zones defined on those maps before selling the property; and 3) It prohibits new construction within these zones unless a comprehensive geologic investigation shows that the fault does not pose a hazard to the proposed structure. The Act was one of several that changed building codes and practices to improve earthquake safety. These changes are intended to reduce the damage from future earthquakes. According to Digital Images of Official Maps of Aiquist-Priolo Earthquake Fault Zones, of California, Southern Region (DMG CD 2000-003), by the California Department of Conservation, the site IS NOT located in or near an Aiquist-Priolo Earthquake Fault Zone. The nearest Aiquist-Priolo Earthquake Fault Zone designated by this publication is a section of the Elsinore Fault Zone located about 35 kilometers northeast of the subject site. Page 5 I SEISMIC DESIGN PARAMETERS I We have determined the mapped spectral acceleration values for the site utilizing a program titled "Seismic Hazard Curves, Response Parameters and Design Parameters- v5.0.9," provided by the USGS. This program provides a solution for Section 1613 of the 2006 IBC utilizing digitized files for the Spectral Acceleration maps. For this determination, we have assigned a Site Soil Classification of "C" and based our search on latitude of 33.1723 degrees and longitude of -117.329 degrees. The response parameters for design are presented in the following Table. TABLE I Mapped Spectral Acceleration Values and Design Parameters S. Si Fa IF, Sms Smi Sd5 Sd1 1.231 0.466 1.0 1.334 1.231 0.621 0.821 0.414 Application to the criteria in Table I for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if seismic shaking occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. I GEOLOGIC HAZARDS I General: No geologic hazards of sufficient magnitude to preclude development of the site as currently proposed are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable for the proposed lateral additions. Ground Shaking: A likely geologic hazard to affect the site is ground shaking resulting from movement along one of the major active fault zones mentioned above. Probable ground shaking levels at the site could range from slight to severe, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed structure. Construction in accordance with the minimum requirements of the current building codes and local governing agencies should minimize potential damage due to seismic activity. Landslide Potential and Slope Stability: A review of the geologic hazards map indicates there are no known deep or suspected ancient landslides located on the site. Due to the sites moderate topography and underlying competent paralic material, landslide hazards do not present a significant risk to the proposed addition. Page 6 As part of this investigation, we reviewed the publication, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area" by Tan and Giffen, 1995. This reference is a comprehensive study that classifies San Diego County into areas of relative landslide susceptibility. The subject site is located in an area classified as 3- 1. The 3-1 is a general classification assigned to areas generally susceptible to slope movement. Slopes within the 3-1 classification are considered at or near their stability limits due to steep slopes and can be expected to fail locally when adversely modified. Sites Within this classification are located outside the boundaries of known landslides but may contain observably unstable slopes that may be underlain by weak materials and/or adverse geologic structure. It should be noted that that this reference, typically classifies most hillside terrain, (that is not underlain by landslides or landslide prone formations) within the 3 category. Liquefaction: The materials at the site are not subject to significant liquefaction due to such factors as soil density, grain-size distribution, and groundwater conditions. Soil Expansion: The foundation level materials at the site are considered to possess a very low expansion potential. Flooding: The site is located outside the boundaries of both the 100-year and the 500-year floodplains according to the maps prepared by the Federal Emergency Management Agency. Tsunamis and Seiches: Tsunamis are great sea waves produced by submarine earthquakes or volcanic eruptions. Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays or reservoirs. Based on the project's elevated location, the site is considered to possess a low risk potential from tsunamis or seiche activity. I CONCLUSIONS I In general, our findings indicate that the project site is suitable for the proposed addition, provided the recommendations presented herein are followed. A summary of our findings and site development considerations are listed below: Portions of the addition site are overlain with about three to four feet of undocumented fill soils overlying competent, natural ground terrace deposits. Generally undocumented fills are unsuitable for the support of structural improvements. However, most of the fifis were placed to raise the original grade by construction of raised planters and a raised earthen "platform". Construction of the proposed addition will require excavation and export of most of the fill materials, lowering the north end of the site up to 4 or 5 feet. The excavations should expose competent natural ground near the proposed Page 7 finish grade surface. Any surficial remaining fills shall be penetrated with foundation excavations. This condition can be better evaluated at the completion of grading. Some minor remedial grading may be necessary. Refer to the Earthworks and Grading section of this report for more information on site preparation. Proposed foundations for the addition should not exert surcharge loads on the existing Crib Wall retaining wall at the north end of the property. This may require deepened footings at some locations and/or a cantilevered footing design. Refer to Foundation Surcharge section of this report for more information on this subject. Lowering the site grade may require a reduction in the height of the existing Crib Wall. Since this structure is a gravity wall comprised of individual. precast components, we surmise the top of the wall may be disassembled without affecting the structural integrity of the retaining system. However, if available, the wall plans and calculations should be reviewed to verify this opinion. The materials encountered at the site are considered "non-expansive" (expansion index [Eli less than 20) as defined by 2007 California Building Code (CBC) Section 1802.3.2. This opinion is based on our past experience and textural classification of the soil. No geologic hazards of sufficient magnitude to preclude development of the site as currently proposed are known to exist. I RECOMMENDATIONS I Earth Work and Grading Site Preparation Site preparation should begin with the removal of the existing improvements that have been designated for removal as well as any vegetation in the area of the proposed construction. The resulting organic materials and construction debris should be disposed of in an appropriate off-site facility. As presently planned, grading will be limited to a cut and export operation to produce the finish grade level for the addition structure. Should the scope of the project change to include grading, we should be contacted to provide the necessary site preparation recommendations and grading specifications. In addition, the upper one foot of slab subgrade areas should be processed and recompacted. Page 8 Fill Suitability On-site excavated materials may be used as compacted fill material or backfill. The on-site materials consist of silty sands and are anticipated to posses a very low expansion potential. Any potential import soil sites should be evaluated and approved by the Geotechnical Consultant prior to importation. At least two working days notice of a potential import source should be given to the Geotechriical Consultant so that appropriate testing can be accomplished. The type of material considered most desirable for import is a non-detrimentally expansive granular material with some silt or clay binder. Excavation Characteristics The on-site topsoil materials primarily consist of silty sands with low cohesion. The material should excavate with easy to moderate effort using light equipment. No significant amounts of oversize materials (greater than 12 inches) are anticipated. Compaction and Method of Filling Any structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum dry density as determined by ASTM Laboratory Test D1557-91 guidelines. Fills should be placed at or slightly above optimum moisture content, in lifts six to eight inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by our soil technicians or project geologist. All material should be free of rocks or lumps of soil in excess of twelve inches in maximum width. However, in the upper two feet of pad grade, no rocks or lumps of soil in excess of six inches should be allowed. Utility trench backfill within five feet of the proposed structure and beneath all pavement and concrete flatwork should be compacted to a minimum of 90 percent of its maximum dry density. The upper one-foot of pavement subgrade and base material should be compacted to at least 95 percent relative density. All grading and fill placement should be performed in accordance with the local Grading Ordinance, the current building codes, and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix A. Temporary Cut Slopes The contractor is solely responsible for designing and constructing stable, temporary excavations. The contractor's "responsible person", as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety process. Temporary cut slopes should be constructed in accordance with the recommendations presented in this section. In no other case should slope height, slope inclination or excavation Page 9 depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Surface Drainage Surface runoff into graded areas should be minimized. Where possible, drainage should be directed to suitable disposal areas via non-erodible devices such as paved swales, concrete brow ditches, and storm drains. Pad drainage should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward approved drainage areas. For earth areas, a minimum gradient of one percent should be maintained. The ground around the proposed structures should be graded so that surface water flows rapidly away from buildings without ponding. In general, we recommend that the ground adjacent to units slope away at a gradient of at least two- percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of five percent within the first five feet from the structure. Erosion Control In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or pavement areas, or running uncontrolled over the tops of newly-constructed cut or fill slopes. Appropriate Best Management Practice (BMP) erosion control devices should be provided in accordance with local and federal governing agencies. Foundations General Based on the findings of our investigation, it is our opinion the proposed addition may be supported on new conventional continuous and isolated spread footings. Some foundations may need to be deepened in order to penetrate any loose surficial fill materials and to mitigate retaining wall surcharge (as discussed below). The bearing level soils were classified as non-expansive and therefore no consideration for heaving soils is required at this time. Dimensions and Embedment Conventional shallow foundations may be utilized in the support of the proposed additions. New foundations should be constructed in accordance with the minimum requirements of the current building codes and/or the City of Carlsbad. We recommend new footings extend to a minimum depth of 12 to 18 inches below the lowest adjacent grade for one and two-story structures (respectively). Footings Page 10 should be a minimum of 12 inches in width. Any new isolated footings should have a minimum width of 24 inches. In addition to the above embedment requirements, deepened footings may be required. Footings supporting the addition should extend through any existing undocumented fill soil (that remain after grading) and be embedded in the competent underlying natural ground material. Soil Bearing Value Based on classification of the bearing soil (SK in accordance with the table Allowable Foundation and Lateral Pressure from Section 1804.2 of the 2007 (CBC) the foundation level materials may be assigned a soil bearing capacity of 2000 psf. This bearing capacity value may be increased by one-third, when considering wind and/or seismic loading. Lateral Load Resistance Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.4. The passive resistance may be considered to be equal to an equivalent fluid weight of 200 pounds per cubic foot. If a combination of the passive pressure and friction is used, the friction value should be reduced by one-third. Foundations Surcharge Portions of the proposed structure may be located within 10 feet of the existing Crib Wall. Proposed foundations should not exert surcharge loads on the existing retaining wall at the north end of the property. If necessary, foundation excavations should be deepened as necessary. The footings should be deepened so that a 45- degree (1:1) line projected from the bottom, outside edge of the proposed footing should extend below the bottom of the existing Crib Wall. Foundations may be cantilevered in order to increase the setback distance from the wall. Reinforcement Any required foundation reinforcement shall be determined by the project structural engineer and architect. However, any new continuous footings should be reinforced with at least two No. 5 steel bars; one reinforcing bar shall be located near the top of the foundation, and one bar near the bottom. Where the new foundations abut the existing structure the reinforcement shall be doweled into the existing foundation. The dowels shall be set in an appropriate epoxy compound. Anticipated Settlements Page 11 Based on our experience with the soil types on the subject site, the soils should experience settlement in the magnitude of less than 0.5 inch under proposed structural loads. It should be recognized that minor hairline cracks normally occur in concrete slabs and foundations due to shrinkage during curing and/or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. Foundation Plan Review The finalized, foundation plans should be submitted to this office for review to ascertain that the recommendations provided in this report have been followed and that the assumptions utilized in its preparation are still valid. Additional or amended recommendations may be issued based on this review. Foundation Excavation Observation All foundation excavations should be observed by the Geotechnical Consultant prior to placing reinforcing steel and iormwork in order to verify compliance with the foundation recommendations presented herein. All footing excavations should be excavated neat, level and square. All loose or unsuitable material should be removed prior to the placement of concrete. Concrete Slabs-on-grade INTERIOR FLOOR SLABS Any new concrete floor slabs shall be a minimum thickness of four inches and shall be reinforced with at least No. 3 bars placed at 18 inches on center each way. Slab reinforcing should be supported by chairs and be positioned at mid-height in the floor slab and should be integrated to the adjacent foundation. SLAB MOISTURE BARRIERS A moisture barrier system is recommended beneath interior slab-on-grade floors. A properly selected and installed vapor retarder is essential for long-term moisture resistance and can minimize the potential for flooring problems related to excessive moisture. Types and methods of moisture barrier installation are discussed below. Moisture Barrier Systems: Local industry standards for moisture barriers typically include the placement of the slab-on-grade over a 2-inch "blotter/ cushion" layer of sand over a vapor retarder, over an additional two, 2-inch-thick layer of sand, which is placed over the subgrade soil. The bottom layer of sand acts as a capillary break for moisture migrating through the soil. The upper layer of sand is beneficial during the concrete finishing process. This is the most common under-slab vapor retarder system and has been used for decades in the Southern California region. However, national standards for the installation of vapor retarder below interior slabs have Page 12 changed in the last decade as evidenced in currently published standards including AC! 302, "Guide to Concrete Floor and Slab Construction" and ASTM E1643, "Standard Practice for Installation of Water Vapor Retarder Used in Contact with Earth or Granular Fill Under Concrete Slabs". Rather than placing the vapor retarder between the two sand layers, both of these standards recommend placing the sand capillary break layer onto the subgrade with a vapor retarder placed above the sand and the concrete placed directly onto the vapor retarder. Although the old system described above has historically performed adequately, many slab-on-grade floors built with the moisture retarder "sandwiched" between sand layers have suffered moisture-related failures. The most common reasons for these failures are listed below: A common thickness polyethylene sheet placed over granular subbase and covered with compacted granular material often sustains many punctures, rendering the vapor retarder significantly less effective. Dampening the blotter/cushion layer to compact it adds significant water to the floor system. Thus, the minimal water in the cushion layer required for compaction can significantly increases the free water in the floor system, pro- viding a long-term source of undesirable moisture. The blotter/cushion layer can be exposed to precipitation and become exceed- ingly wet prior to concrete placement. Compacted granular blotter/cushion layer typically has 10% to 20% void space. This void space on top of the vapor retarder facilitates moisture and hu- midity accumulation and migration. As a result, water infiltration at the perimeter of the structure can travel with little resistance in this layer to other areas within the interior of the structure. If the vapor retarder is installed intact, then it functions as a "bathtub" be- neath the granular blotter/cushion layer. Liquid water or moisture vapor that gets into this layer after construction (e.g., pipe leaks, perimeter infiltration) cannot easily drain outward through the vapor retarder and therefore infil- trates and recharges the slab from below. The commonly cited advantages of a blotter/cushion layer (less bleeding, shorter time to trowel, less plastic shrinkage cracking, reduced curling) can be achieved by using well-designed mixes with properly graded aggregates and following AC! recommended hot weather concreting practices when neces- sary. When concrete is placed directly on a vapor retarder, intimate contact develops be- tween the top of the vapor retarder and the underside of the concrete slab. Therefore, moisture cannot easily move horizontally between the concrete and the vapor re- Page 13 tarder. Minor punctures or gaps in the vapor retarder may produce only localized ef- fects instead of widespread moisture movement that is typical of a blotter/cushion layer system. Some experts believe the vapor retarder directly under the concrete also acts to reduce friction at the underside of the slab, reducing the occurrence of minor random cracks due to restraint. A disadvantage to placing concrete directly onto a vapor retarder is that removing the sand layer from directly beneath the concrete restricts the ability of the concrete to lose moisture on both the top and bottom surfaces during the initial curing period. Variations in the drying rate between the top and bottom surfaces can, potentially, result in increased concrete cracking, curling, and other finishing issues. The drying rate differential and the potential side effects can be minimized, however, with suitable finishing and curing procedures and using an appropriate concrete mix. Recognizing the stated benefits and limitations of these standard below-slab vapor retarder systems, the owner and designer should select the system that they believe is most suitable for this project considering the construction schedule and planned floor coverings. It should be understood that neither of the described systems pro- vides a "waterproof barrier". Although no groundwater was encountered, water- proofing must be considered for basement installations. They are intended to help prevent or reduce vapor transmission and capillary migration through the soil into the pores of concrete slabs. Waterproofing systems must supplement vapor retarders if full waterproofing is desired. Moisture Retarder Installation: The most common practice in Southern California is the use vapor retarders made of PVC, or of polyethylene (Visqueen). Visqueen with a 10-mil thickness is the most common retarder product used and is the minimum thickness recommended. Of course the thicker the retarder used, the less likely it will be punctured and the more effective it will be. The owner/ designer should de- termine the specific level of protection required. Vapor retarder joints must have at least 6-inch-wide overlaps and be sealed with mastic or the manufacturer's recom- mended tape or compound. No heavy equipment, stakes or other puncturing instru- ments should be used on top of the liner before or during concrete placement. In ac- tual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly imple- mented, etc. All these construction deficiencies reduce the retarders' effectiveness. Interior Slab Curing Time and Moisture Emissions Testing: It should also be understood that slab concrete contains free water and should be allowed to reach equilibrium in an environment similar to that anticipated in the completed structure prior to installing floor coverings. We recommend that the flooring installer perform standard moisture vapor emission rate (MVER) tests prior to the installation of all moisture-sensitive floor coverings in accordance with ASTM F1869 "Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subfloor Using Anhydrous Calcium Chloride". If particularly moisture sensitive floor covering Page 14 products are used, we recommend relative humidity (RH) testing of the floor slab in conjunction with or in lieu of the MVER testing. There are a variety of commercially available RH instruments specifically for measuring moisture in concrete. RH testing can give a more useful picture of the actual moisture condition within the concrete regardless of mix, aggregate types, floor thickness, or surface conditions. Properly conducted RH and MVER testing can prevent premature installation or the use of an unsuitable flooring product. EXTERIOR CONCRETE FLATWORK On-grade exterior concrete slabs for walks and patios should have a thickness of five inches and should be reinforced with at least No. 3 reinforcing bars placed at 24 inches on center each way. Exterior slab reinforcement should be placed approximately at mid-height of the slab. Reinforcement and control joints should be constructed in exterior concrete flatwork to reduce the potential for cracking and movement. Joints should be placed in exterior concrete flatwork to help control the location of shrinkage cracks. Spacing of control joints should be in accordance with the American Concrete Institute specifications. Where slabs abut foundations, they should be doweled into the footings. FIELD INVESTIGATION A total of three manually excavated test explorations were placed on the site using a hand auger system. In addition two helical test probes were placed on the site (see the below description). The excavations were placed specifically in areas where representative soil conditions were expected and/or where the proposed additions will be located. Our investigation also included a visual site reconnaissance included cut slopes and natural exposures. The excavations were visually inspected and logged by our field geologist, and samples were taken of the predominant soils throughout the field operation. Test excavation logs have been prepared on the basis of our inspection and the results have been summarized on Figure No. 3. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix B). In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The density of cohesive soils is given as either very soft, soft, medium stiff, stiff, very stiff, and hard. Disturbed and relatively undisturbed samples of typical and representative soils were obtained from the test borings and transported to the laboratory for testing. The undisturbed samples were obtained by driving a 2-3/8 inch ID split-tube sampler ahead of a 4-inch diameter hand auger using a 40-pound weight free falling a distance of 12 inches. Page 15 FIELD TESTING Helical Probe Tests (HPT) The helical test probe consists of a helical screw fastened to five-foot long,. connectable shafts. The probe is advanced into the ground by turning it in a clockwise direction. A torque wrench is used to read the torque necessary to advance the probe, the torque necessary to advance the probe is converted to a probe value, which is in turn related to the bearing characteristics of the soil. Preliminary studies indicate that the HPT test correlates well with the Standard Penetration Test (SPT) and the Cone Penetrometer Test (CPT). After site calibration, the HPT torque has been used to estimate relative compaction and in- situ density of compacted soils (Yokel and Mayne, Geotechnical Testing Journal, 1988). We used the Chance Soil Test Probe, (Model Number C309-0032) manufactured by A. B. Chance Company. Our HPT test data is presented as a graphic plot (probe value vs. depth) in Figure No. 5. The manufacturer provides a soil classification chart that relative to the probe value. The correlation chart is follows the HPT log as Figure 6. Generally, when interpreting the data presented on the HPT logs, a Probe Value above 300 usually indicates a suitable bearing material. Bearing factor readings between 200 to 300 are marginal and therefore, may require further evaluation. A value below 200 typically indicates poor bearing material. I LABORATORY TESTS AND SOIL INFORMATION I Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests and evaluations performed is presented below: CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. Page 16 MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the test boring logs Figure No. 3. EXPANSION INDEX: The expansion potential of the on-site soils was visually and texturally determined to be non-expansive as defined by 2007 California Building Code (CBC) Section 1802.3.2. CONSTRUCTION NOTES It is the responsibility of the Owner and/or Contractor to ensure that the recommendations summarized in this report are carried out in the field operations. This firm does not practice or consult in the field of safety engineering. Excavations for proposed underpinning might be excavated manually, which will require specialized safety considerations. Our firm will not be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the Owner and Contractor. The Contractor should notify the Owner if he considers any of the recommended actions presented herein to be unsafe. LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the Geotechnical Engineer and Engineering Geologist so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the Uniform Building Code. It is recommended that CIVIL ENGINEERING DESIGN GROUP be retained to provide soil engineering services during the construction operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Page 17 The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the Geotechnical Engineer so that he may make modifications if necessary. This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. It should be verified in writing if the recommendations are found to be appropriate for the proposed changes or our recommendations should be modified by a written addendum. The findings of this report are valid as of this date. Changes in the condition of a property can occur, however, with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the Standards-of-Practice and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. It is the responsibility of the stated client or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. Page 18 The firm of CIVIL ENGINEERING DESIGN. GROUP. Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to the issuance of this report. Page 19 SITE LOCATION MAP Proposed "Granny Flat" Johnson Residence 2230 Nob Hill Drive Carlsbad, CA 92008 32 /J h?' Opp \,K; CA toga. If ') .41 : ki_\fl \ 4 c iA 169 1, '•' A. V. .\\' •' Magno la Valley Jr Mgkh'Suhs At MILE i'ii0 1000 0 1000 2000 3000 4000 FEET V I I,. I I Printed from TOPO! 1997 Wildflower Productions (www.topo.com) CIVIL ENGINEERING DESIGN GROUP Civil & STRUCTURAL ENGINEERS 1057 SYCAMRE AVENUE VISTA, CA 92081 WWW.CDENGINEERING.COM J (760) 599 8585 (760) 5998901 - - - IDI- \\ cDennis ct Joan A RAM 001 af ,B-3 \ Joñnson 'S \2\ guest ffouse l.AI;A Mro f PRW5T7I 1S WOIX ! - ,'o s,! j B—i !M — WP4 fI;I Qop '\." Qop\ \ 1• - . -.. - - _: ....J . \\ \ LEGEND /r__•_.\ ; \ \ Test Boring Location Al B— \ AM mr QoP EWMV OM Helical Probe Test Geologic Units Qaf = Artificial Fill Qop = Old Paralic Deposits (Terrace) , 'S.- " .\ Cross Section Location —-- A At MIA' WWCA P1 A WWAW 010 S1'O MtS / \ — _ • 'I. — I D 2W jo, SCALE: r =Irr SITE PLAN ION CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM U (760) 599 8585 (760)5998901 PLOT PLAN / GEOLOGIC MAP FIGURE NO. 2 AIVWLE * TEST BORING NO. 1 00 .!tT1 £' Elevation: NA Date: February 15, 2009 Excavation Method: Hand Auger SOIL DESCRIPTION TOPSOIL / FILL - SM Dark brown, moist, loose, silty fine to medium sand 117 8.7 - TERRACE DEPOSITS 2 SM Orange brown, moist, medium dense to dense, slightly silty fine to medium sand 5.. 16: - - - - Excnvation Bottom - 1ALE . L TEST BORING NO. 2 00 1 20.4 w .. i Elevation: NA Date: February 15, 2009 Excavation Method: Hand Auger SOIL DESCRIPTION TOPSOIL / FILL SM 1 - - - - - - - - - - Dark brown, moist, loose, silty fine to medium sand - - 2 - FILL SM Orange brown, moist, medium dense to dense, 3 - silty fine to medium sand 4: 5 SM TERRACE DEPOSITS 6 Orange brown, moist, medium dense to dense, silty fine to medium sand - - Ecvntioii Bottom CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS Proposed "Granny Flat" PROJECT: 2230 Nob Hill Drive 1 1057 SYCAMORE AVENUE VISTA. CA 92081 Carlsbad, CA 92008 WWW.CDGENGINEERING.COM fl (760) 599 PROJECT NO. 09102 FIGURE NO. 3 I (760) 5998901 I I TEST BORING NO. 3 ( I-.d-iI r L1 6 Elevation: NA Date: February 15,2009 Excavation Method: Hand Auger i SOIL DESCRIPTION TOPSOIL I FILL 1 - - - - - - SM - Dark brown, moist, loose, silty fino medium sand - - - FILL Orange brown, moist, medium dense to dense, SM slightly silty fine to medium sand 3 - TERRACE DEPOSITS SM Orange brown, moist, medium dense to dense, 4 - slightly silty fine to medium sand Ixca'atioii nottolil 7 CIVIL ENGINEERING DESIGN GROUP Proposed "Granny Flat" CIVIL & S1RUCTUAL ENGINEERS PROJECT: 2230 Nob Hill Drive 1057 SYCAMORE AVENUE Carlsbad, CA 92008 VISTA. CA 92081 , I WWW.CDGENGINEERING.COM (760) 599 8585 PROJECT NO. 09102 FIGURE NO. 4 g (760) 5998901 PROBE TEST NO. I PROBE TEST NO. 2 Plot of Probe Value vs Depth Plot of Probe Value vs Depth 0 -------- 0 1 - -- ---- - I -- 2 ------- N 2 ____ 5 --. 5 6 6 7 7 8 8 9 9 10-- 10 11 11 12 12 13 ----------- 13 100 200 300 400 500 600 700 800 100 200 300 400 500 600 700 800 Probe Value (in! ibs) Probe Value (in! ibs) HELICAL PROBE TEST RESULTS Figure 5 Soil Classification Data Helical Probe Test SOIL COMMON SOIL-TYPE GEOLOGICAL SOIL PROBE Typical CLASS DESCRIPTION CLASSIFICATION VALUES Blow Count in/lbs (nm) N (per ASTM 131586) 0 Sound hard rock, unweathered Granite, Basalt, Massive N.A. N.A. Limestone 1 Very dense and/or cemented Caliche, (Nitrate-bearing 750-1600 (85- 60-100+ sands; coarse gravel and cobbles Gravel/rock) 181) 2 Dense fine sands; very hard silts Basal till; boulder clay; 600-750 (68-85) 45-60 and clays (may be preloaded) Caliche; weathered laminated rock 3 Dense sands and gravel; hard silts Glacial till; weathered shale, 500-600 (56-68) 35-50 and clays schist, gneiss and siltstone 4 Medium dense sand and gravel; Glacial till; hardpan; marts 400-500 (45-56) 24-40 very stiff to hard silts and clays 5 Medium dense coarse sands and Saproites, residual soils 300-400 (34-45) 14-25 sandy gravels; stiff to very stiff silts and clays 6 Loose to medium dense fine to Dense Hydraulic fill; 200-300 (23-34) 7-14 coarse sands to stiff clays and silts compacted fill; residual soils 7 Loose fine sands: Alluvium; loess; Flood plain soils; lake clays; 100-200 (11-23) 4-8 medium- stiff and varied clays; adobe; gumbo, fill fill 8 Peat, Organic Silts, inundated Flood plain soils, lake clays; less than 100 0-5 silts, fly ash very loose sands, adobe; gumbo, fill (0-11) very soft to soft clays Class 1 soils are difficult to probe consistently and the ASTM blow count may be of questionable value. FIGURE No. 30 A;,prdx. Fin. Grid Existing Ground Surface H . - - 20 - -.i ' -?,+,%+.+, + + + 4 + + 4- + 4 + + + + + + + 4- 4p 4 + + 4 + 4 4 + + + + 4 + 4 + 4 + 4 + + + 4 + - + + 4 4 + + 4 4 + + + 4 + . + + + + + + + + + + + + + + + + + + + + + + + + + 4 + 4 - - - + + 4 + + + + 4 + 4 - ++-F++++4+ 'F + 4 4 + 4- + 4- + + F + + F + + + + + + + + + 4- 4 U - 0 + + + + 4 + + + + + 4 + 4 + + + + + + + + + 4- 4- - .. - . + + + + 4 + -F + 4 4 4 - + + 4- + + + + + 4- + + + 4 + + + + + 4 + + + + + + + + 4- + + + + + + + + + 4 + + + 4- + 4. + + 4 + 4 + + + + + + + + + + + + F + 4 4 - + + + + + 4 + + + + + 4- + + + + + + + + 4 4 + 4 + + + + + + 4 + 4 + + 4- - + 4 - 10 - U .4- 4 + + + -F 4 4 4 4- 4- 4- -F 4 4 4 4 4 + +++++++++444.+1... + 4- 4 + + + 4 + 4 + - + F 4- 4 + + 1 I 0 20 I 30 40 50 60 - Distance (Feet) NOTE: This cross section is partially scematic and is provided only for discussion purposes. This section should not be used for design or planning purposes. lV IL LIflPII1LCflhI1 &IcaI,r4 Lwmuur CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM U (760) 599 8585 (760) 599 8901 CROSS SECTION A-A' FIGURE NO.7 Excerpt from: DIGITAL GEOLOGIC MAP OF THE OCEANSIDE 30' X 60' QUADRANGLE, SOUTHERN CALIFORNIA (2005) By Kennedy- Tan SELECT GEOLOGIC LEGEND Fial, Santiago Formation Qop Old Paralic Deposits .. . '. Y4j . . •;. .4'i(4 • to tug Qa ;;- .-- - .•J , - -? 4 -: -•• . 4:?. - \ . •1_ • y -f 1r' . •.:?f \:'. •. • •: ,- 5. --5.. . . . -5, .5 ••.-'\ \'c•_• •. '- ... . • :- -. SI' .. • - • . •fo.. - - V \.O. _5.•.... ... 5. 4 .,S •• • 5S•. 'I ..•.. .. r .&'-=!. •. .. I. ç . . I . •• •" ••'-: .' ••qIb '\.. S • \'\ - • - i 'r' . ,, -'4S:.. 53/• r -,--.• J :::;- • L,. I • - y rm..' • 6 .,.sJ •./: :5t 1484(1 C. W. LA MONTE COMPANY, INC. Soil and Foundation Engineers Figure 8 Appendix "A" STANDARD GRADING AND CONSTRUCTION SPECIFICATIONS These specifications present the usual and minimum requirements for projects on which C.W. La Monte Company is the geotechnical consultant. No deviation from these specifications will be allowed, except where specifically superseded in the preliminary geology and soils report or in other written communication signed by the Soils Engineer or Engineering Geologist of record. GENERAL The Soils Engineer and Engineering Geologist is the Owner's or Builders' representative on the Project. For the purpose of these specifications, participation by the Soils Engineer includes that observation performed by any person or persons employed by, and responsible to, the licensed Civil Engineer signing the soils reports. All clearing, site preparation, or earthwork performed on the project shall be conducted by the Contractor under the supervision of the Soils Engineer. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soils Engineer and to place, spread, mix, water, and compact the fill in accordance with the specifications of the Soils Engineer. The Contractor shall also remove all material considered unsatisfactory by the Soils Engineer. It is also the Contractor's responsibility to have suitable and sufficient compaction equipment on the job site to handle the amount of fill being placed. If necessary, excavation equipment will be shut down to permit completion of compaction. Sufficient watering apparatus will also be provided by the Contractor, with due consideration for the fill material, rate of placement, and time of year. A final report shall be issued by the Soils Engineer attesting to the Contractor's conformance with these specifications. SITE PREPARATION All vegetation and deleterious material shall be disposed of off site. This removal shall be concluded prior to placing fill. Soil, alluvium, or bedrock materials determined by the Soils Engineer, as being unsuitable for placement in compacted fills shall be removed from the site. The Soils Engineer must approve any material incorporated as a part of a compacted fill. After the ground surface to receive fill has been cleared, it shall be scarified, disced, or bladed by the Contractor until it is uniform and free from ruts, hollows, hummocks, or other uneven features which may prevent uniform compaction. The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted as specified. If the scarified zone is greater than 12 inches in depth, the excess shall be removed and placed in lifts restricted to 6 inches. Prior to placing fill, the ground surface to receive fill shall be inspected, tested as necessary, and approved by the Soils Engineer. Appendix A Standard Grading and Construction Specifications Page 2 Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines, or others are to be removed or treated in a manner prescribed by the Soils Engineer and /or governing agency. In order to provide uniform bearing conditions in cut-fill transition lots and where cut lots are partially in soil, colluvium, or un-weathered bedrock materials, the bedrock portion of the lot extending a minimum of 3 feet outside of building lines shall be over excavated a minimum of 3 feet and replaced with compacted fill. COMPACTED FILLS Any material imported or excavated on the property maybe utilized in the fill, provided each material has been determined to be suitable by the Soils Engineer. Roots, tree branches, and other matter missed during clearing shall be removed from the fill as directed by the Soils Engineer. Rock fragments less than 6 inches in diameter may be utilized in the fill, provided: They are not placed in concentrated pockets. There is a sufficient percentage of fine-grained material to surround the rocks. The Soils Engineer shall supervise the distribution of rocks. Rocks greater than 6 inches in diameter shall be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. Material that is spongy, subject to decay or otherwise considered unsuitable should not be used in the compacted fill. Representative samples of material to be utilized as compacted fill shall be analyzed by the laboratory of the Soils Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Soils Engineer as soon as possible. Material used in the compaction process shall be evenly spread, watered processed, and compacted in thin lifts not to exceed 6 inches in thickness to obtain a uniformly dense layer. The fill shall be placed and compacted on a horizontal plane, unless otherwise approved by the Soils Engineer. If the moisture content or relative density varies from that required by the Soils Engineer, the Contractor should re-work the fill until the Soils Engineer approves it. Each layer shall be compacted to 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. (In general, ASTM D-I557-91, the five-layer method will be used.) If compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use or expansive soils condition, the area to receive fill compacted to less than 90 percent shall either be delineated on the grading plan or appropriate reference made to the area in the soils report. Appendix A Standard Grading and Construction Specifications Page 3 H. All fills shall be keyed and benched through all topsoil, colluvium, alluvium or creep material, into sound bedrock or firm material except where the slope receiving fill exceeds a ratio of five horizontal to one vertical, in accordance with the recommendations of the Soils Engineer. 1. The key for hillside fills should be a minimum of 15 feet in width and within bedrock or similar materials, unless otherwise specified in the soil report. Subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency, or with the recommendations of the Soils Engineer or Engineering Geologist. The contractor will be required to obtain a minimum relative compaction of 90 percent out to the finish slope face of fill slopes, buttresses, and stabilization fills. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the required compaction. All fill slopes should be planted or protected from erosion or by other methods specified in the soils report. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials, and the transition shall be stripped of all soil prior to placing fill. CUT SLOPES The Engineering Geologist shall inspect all cut slopes at vertical intervals not exceeding 10 feet. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soils Engineer, and recommendations shall be made to treat these problems. Cut slopes that face in the same direction as the prevailing drainage shall be protected from slope wash by a non-erodible interceptor swale placed at the top of the slope. Unless otherwise specified in the soils and geological report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Drainage terraces shall be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations of the Soils Engineer or Engineering Geologist. GRADING CONTROL Observation of the fill placement shall be provided by the Soils Engineer during the progress of grading. In general, density tests should be made at intervals not exceeding 2 feet of fill height or every 500 cubic yards of fill placement. This criteria will vary, depending on soil conditions and the size of the job. In any event, an adequate number of field density tests shall be made to verily that the required compaction is being achieved. 'Appendix A Standard Grading and Construction Specifications Page 4 Density tests may also be conducted on the surface material to receive fills as determined by the Soils Engineer. All clean-outs, processed ground to receive fill, key excavations, subdrains, and rock disposals must be inspected and approved by the Soils Engineer or Engineering Geologist prior to placing any fill. It shall be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for inspection. CONSTRUCTION CONSIDERATIONS The Contractor shall provide necessary erosion control measures, during grading and prior to the completion and construction of permanent drainage controls. Upon completion of grading and termination of inspections by the Soils Engineer, no further filling or excavating, including that necessary for footings, foundations, large tree wells, retaining walls, or other features shall be performed without the approval of the Soils Engineer or Engineering Geologist. Care shall be taken by the Contractor during final grading to preserve any berms, drainage terraces, interceptor swales, or other devices of permanent nature on or adjacent to the property. In the event that temporary ramps or pads are constructed of uncontrolled fill soils during a future grading operation, the location and extent of the loose fill soils shall be noted by the on-site representative of a qualified soil engineering firm. These materials shall be removed and properly recompacted prior to completion of grading operations. Where not superseded by specific recommendations presented in this report, trenches, excavations, and temporary slopes at the subject site 'shall be constructed in accordance with section 1541 of Title 8, Construction Safety Orders, issued by OSHA. A Appendix A Standard Grading and Construction Specifications Page 5 . APPENDIX" B" UNIFIED SOIL CLASSIFICATION CHART SOI L DESC RI PTI ON COARSE GRAINED: More than half of material is larger than No. 200 sieve size. GRAVELS: More than half of coarse fraction is larger than No. 4 sieve size but smaller than 3". GROUP SYMBOL TYPICAL NAMES CLEAN GRAVELS OW Well graded gravels, gravel-sand mixtures, little or no fines. GP Poorly graded gravels, gravel sand mixtures, little or no tines GRAVELS WITH FINES GM Silty gravels, poorly graded gravel- sand-silt mixtures (Appreciable amount of tines) GC Clayey gravels, poorly graded gravel sand, clay mixtures. SANDS: More than half of coarse fraction is smaller than No. 4 sieve size CLEAN SANDS SW Well graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no tines SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount of fines SC Clayey sands, poorly graded sand and clay mixtures FINE GRAINED: More than half of material is smaller than No. 200 sieve size SILTS AND CLAYS ML Inorganic silts and very tine sands, rock flour, sandy silt - or clayey-silt with slight plasticity. Liquid Limit CL Inorganic clays of low to medium plasticity, Less than 50 gravelly clays, sandy clays, silty clays, lean clays OL Organic silts and organic silty clays of low plasticity SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous tine sandy or silty soils, elastic silt Liquid Limit CH Inorganic clays of high plasticity, fat clays. greater than 50 OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. C a r l s b a d 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 without a completed school fee form. Project Name: Johnson second dwelling unit Building Permit Plan Check Number: CB090793 Project Address: 2230 Nobhill Dr A.P.N.: 167-114-2700 Project Applicant (Owner Name): Dennis and Joan Johnson Project Description: new detached second dwelling unit Building Type: 2D/U Residential: New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: 640 Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: Date: Carlsbad Unified School District San Marcos Unified School District Vista Unified School District 215 Mata Way 6225 El Camino Real 1234 Arcadia Drive San Marcos, CA 92069 (290-2649) Carlsbad CA 92009 (331-5000) Vista CA 92083 (726-2170) Contact: Nancy Dolce (By Appt. Onl Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner') certifies under penalty of perjury that (1) the information provided above is correct and true to the best 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 project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: Revised 3/30/2006 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 City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL u) LZIr? 2-c2A,vLgt,& I) TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER WALTER FREEMAN CARLSBAD UNIFIED SCHOOL DISTRICF 6225 EL CAMINO REAL CARLSBAD, CA 92009 7',o- 3 (-op Revised 3/30/2006 E]AVIARA OAKS ELEMENTARY CARLSBAD UNIFIED SCHOOL DISTRICT PACIFIC RIM ELEMENTARY Receipt No. AVIARA OAKS MIDDLE SCHOOL CARLSBAD VILLAGEACADEMY POINSETI1A ELEMENTARY BUENA VISTA ELEMENTARY HOPE ELEMENTARY PRESCHOOL CALA VERA HILLS ELEMENTARY JEFFERSON ELEMENTARY OVALLEYMIDDLE SCHOOL 28411 CALA VERA HILLS MIDDLE SCHOOL KELLY ELE MEW TARY OTHER___________ CARLSBAD HIGH SCHOOL M4GNOLL4 ELEMENTARY RECEIVED FROM. _OMt ' DATE: (if Applicable) PARENT OF 3"'3 &0"t t\ tr PAYMENT FOR: ACCOUNT NUMBER AMOUNT Koi(. : RECEIVEDBY: •CASH CHECK #1O3_TOTAL S I '-.. CITY OF CARLSBAD STANDARD FORM - TIER 1 STORM WATER POLLUTION PREVENTION PLAN STORM WATER COMPLIANCE CERTIFICATE ' My project is not in a category of permit types exempt from the Construction SWPPP requirements / My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). / My project does not requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) v' My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or. disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER I CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER I CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. z, t'co- , STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN- OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES 639.5 SF SECOND DWELLING UNIT & DECK W/STAIRS PROJECT INFORMATION Site Address: 2203 NOB HILL DR Assessor's Parcel Number 167-112-27-00 Project ID: CB 9-793 Construction Permit No.: PSP 08-271 Estimated Construction Start Date_________ Project Duration __Months Emergency Contact: Name: 'iok4' WorJA; 24 hour Phone: -760 7_f Perceived Threat to Storm er lity Medium4 Low If medium box is checked, must a ch a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only DATE ErosIBMPs on ntrol Sediment Control BMPs Tracking Non-Storm ater Waste Management and Materials Pollution Control BMPs Control BMPs Management BPS g -Es g E cc BestManagementPractice CL 01 47 ca $_ (BMP)Description3 C > A(00. 5W 59 o WO U) Cl) U) 0 IL. C!) Cl)> (0.5 C0 0. 0.0 0. >0 C0 U) (00 U) X 2 0 CASQA Designation 3 9 9 7 C? 1 '? 9 pr 9 0 Cl ? . 9 C'1 C? IT 9 9 9 00 w w (3 w • 0 W u W co W (I) W (I) W (I) W (I) W (I) • W - i— (I) z Cl) z (0 z Cl) z Construction Activity W Cl) ( Grading/SoilDisturbance -- - - - - - - - = ( Trenching/Excavation - - - - - - - - - - - Stockpiling - - - - - - - - -- - Drilling/Boring Concrete/Asphalt Sawcutting Concreleflatwork -- - - - - - - - Paving Conduit/Pipe Installation Stucco/Mortar Work -- - - - - - - - - Waste Disposal Staging/Lay Down Area --- Equipment Maintenance and Fueling --- Hazardous Substance Use/Storage Dewatenng Site Access Across Dirt Other (list): Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located alon the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construcion Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where "Stockpiling" row intersects the new "Cover with Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project.