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HomeMy WebLinkAbout1662 JAMES DR; ; CBR2018-2084; Permit(7of -city Building Permit Finaled Carlsbad ResidentialPetEI Print Date: 05/21/2020 - Permit No: CBR2018-2084 Job Address: 1662 James Dr Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed - Finaled Parcel No: 1562111800 Lot #: Applied: 08/20/2018 Valuation: r $95,839.72 Reference #: Issued: 09/06/2019 Occupancy Group: Construction Type PermitFinal Close Out: # Dwelling Units: 1 Bathrooms: Inspector: TAlva Bedrooms: Orig. Plan Check # Final Plan Check #: Inspection: 05/21/2020 Project Title: Description: VIDAURRI: 548 SF ATTACHED ADU Applicant: Owner: MIGUEL BRAMBILA COOWNER VIDAURRI DELBERT AND CATHI J 2116 La Siesta Way 1660 James Dr National City, CA 91950-6232 CARLSBAD, CA 92008 619-518-2540 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $609.78 BUILDING PLAN CHECK FEE (BLDG) . $468.02 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $43.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $52.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $80.00 PUBLIC FACILITIES FEES - outside CFD $3,354.39 5B1473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-RESIDENTIAL . $12.46 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 Total Fees: - $5,099.65 Total Payments To Date: $5,099.65 * Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or Other exactions hereafter collectively referred to as "fees/exaction." 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 fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. . Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1760-602-8560 f I www.carlsbadca.gov Iage 1 of 1 (City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check CBRQOIL~ Est. Value (IL PC Deposit Date Job Address c JLt Suite: APN: ,1R _211/9., CT/Project #:_ Lot #: Fire Sprinklers: yes / no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK: ti,)/~ j9._LZI )_PA4L_MF gAddition/New: 'ii7 9f_-New SF, ________ Deck SF, ________ Patio SF, Garage SF Is this to create an Accessory Dwelling Unit® No New Fireplace? Yes / No, if yes how many? LI Remodel: SF of affected area Is the area a conversion or change of use? Yes LI Pool/Spa: SF Additional Gas or Electrical Features? LI Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No, Battery Yes/ No El Reroof: El Plumbing/Mechanical/Electrical Only: o Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: ImV.t(L_jf2-440/ t4 Name: 99L Vi Oil Address: 'Z/JL_ffl-_,p'c?7 _ttl,t1 Address: .41q-,i4ç_j3n City: W4112A4.L_Cj'State:,i4_Zip:9/(5'C' City: CIfJI'-LIL'f1'I_State: ('4._Zip: 92DScL Phone: /9_/8_2.-O Phone: 760—_-22.i' Email: $iIGLJt jJO-iGdlPijfld9 Email: IJ IF-7- DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: Address: Address: City: State: Zip: City: State: Zip: Phone: Phone: Email: Email: Architect State License: State License: Bus. License.- (Sec. 7031.5 Business and Professions code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760602-2719 Fax: 760-602-8558 Email: BuildingcarIsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: / hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Policy No. Expiration Date: O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any persorin any manner so as to be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: DAGENT DATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for 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). X as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The tractor'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). Cl 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. DYes 0 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 / contractors' license number): I plan to provide portions of the work, but I have hire4 the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the wo'but I have contracted (I3(red) tte following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: h4of %NN EJAGENT DATE )~— CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that leff is a,.,construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: 11 9- Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 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? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFYAND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINSTSAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMlT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 1 (Section 106.4.4 Uniform Building Code). APPLICANT DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiidingcarIsbadca.gov B-I Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 08/20/2018 Owner: COOWNER VIDAURRI DELBERT AND CATHIJ Work Class: Second Dwelling Unit Issue Date: 09/06/2019 Subdivision: CARLSBAD TCT#77-07 Status: Closed- Finaled Expiration Date: 04119/2021 Address: 1662 JAMES DR CARLSBAD, CA 92008-1956 IVR Number: 13302 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02111/2020 02/11/2020 BLDG-13 Shear 119162-2020 Passed Tony Alvarado Complete Panels/HD (oktowrap) - BLDG-15 Roof/ReRoof 119044-2020 Passed Tony Alvarado Complete (Patio) 02/27/2020 02/27/2020 BLDG-84 Rough 120704.2020 Passed Tony Alvarado Complete Combo(14,24,34,44) . . Checklist Item COMMENTS Passed BLDG-14 . Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 . Yes Rough-Ducts-Dampers 03/02/2020 03/0212020 BLDG-16 Insulation 120978.2020 - Passed Tony Alvarado Complete BLDG-18 Exterior 120979-2020 Passed Tony Alvarado Complete - Lath/Drywall --------- 0310512020 03/05/2020 BLDG-82 Drywall, 121465.2020 Passed Tony- Alvarado Complete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS . Passed BLDG-17 Interior Lath-Drywall Yes BLDG-18 Exterior Lath and Yes Drywall BLDG-23 Gas-Test-Repairs . Yes 04/1712020 04117/2020 BLDG-33 Service . 124979.2020 Passed Tony Alvarado Complete Change/Upgrade - Checklist Item COMMENTS Passed BLDG-Building Deficiency April 17, 2020—dwelling meter 1660 and Yes new ADU, new electrical meter panel upgrade scope of work per SDGE work order-Approved. 05/2112020 05121/2020 BLDG-Final Inspection 128221.2020 Passd - - Tony Alvarado - Complete Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final . Yes BLDG-Electrical Final . Yes Thursday, May 21, 2020 Page 2 of 3 Building Permit Inspection History Finaled (7,ity of, Carlsbad Permit Type: BLDG-Residential Application Date: 08/20/2018 Owner: COOWNER VIDAURRI DELBERT AND CATHI J Work Class: Second Dwelling Unit Issue Date: 09/06/2019 Subdivision: CARLSBAD TCT#77-07 Status: Closed - Finaled Expiration Date: 04/19/2021 Address: 1662 JAMES DR IVR Number: 13302 CARLSBAD, CA 92008-1956 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0911312019 09113/2019 BLDG-43 Air 103810-2019 Cancelled Peter Dreibelbis Reinspection Incomplete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Final Inspection 103809.2019 Cancelled Peter Dreibelbis Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 12/17/2019 12/17/2019 BLDG-21 - 114052-2019 Passed Tony Alvarado Complete Underground/Underflo or Plumbing 01/03/2020 01/0312020 BLDG-111 11 5266-2020 Cancelled Luke Storno Reinspection Incomplete Foundatlon!Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01113/2020 01/13/2020 BLDG-11 116132-2020 Failed Luke Storno Reinspection Incomplete Foundation/FtglPiers (Rebar) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Missing hold downs No DVW pipe to be wrapped in footings Demo whips Crete at slab connection to existing Footings not compacted to90% 01/16/2020 01/1612020 BLDG-11 116561.2020 Passed Luke Stomo Complete Foundation/FtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Missing hold downs No DWV pipe to be wrapped in footings Demo whips Crete at slab connection to existing Footings not compacted to90% Thursday, May 21, 2020 Page I of 3 Name: (Please print) 'Y Mailir Emai I am:.,.)qroperty Owner [Property Owner's Agent of Record DArchitect of Record DEngineer of Record Contractor's Company Name:, Name: (Please print) Mailin Email Please check if you are Owner-Builder Carlsbad CBR2018-2084 A C,,_ 8>ve l SPECIAL INSPECTION 101tt Services CITY OF AGREEMENT ki1,,, Building Division' ID/ I'635'Faraday Avenue B-45 O4 760-602-2719 CARLSBAD In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject/Permi— \c9 Project Address:_ (& Wç A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER1AUTHORIZED AGENT. Please check if you are Owner-Builder you checked as owner-builder you must also complete Section B of this agreement) State of California Registration Number Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understatd acknowledge and prQmise to comply with the City of Carlsbad requirements for special inspections, structural observatiQ construction materia testing and off-site fabrication of building components, as prescribed in the statement of special insti,X~noAtddorn the apI\\veplans and, as required by the California Buildin Code. Signature: Date: !A :, B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. State of California Contractor's License Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will.nrnvide a final rennrt'A letter in inmnIine with (RI e,tinn 171M 1 2 nrinr M reniseetien final B-45 Page 1 of 1 Rev. 08/11 EsGil k SAFEbuitt Corn pany DATE: 9/4/2019 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-2084 SET: III PROJECT ADDRESS: 1662 James Dr. PROJECT NAME: ADU for Vidaurri Residence 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. El 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 until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: * EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: q,t4jc1 (by:-fn Email: Mail Telephone Fax In Person j -------- Additional sheet I are being returned back to the city with approved plans. additionalsets_being held at the city to match the plan By: Richard Moreno Enclosures: EsGil 8/23/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuilt' Company SET: II DATE: 8/13/2019 JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-2084 U APPLICANT U JURIS. PROJECT ADDRESS: 1662 James Dr. PROJECT NAME: ADU for Vidaurri Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Miguel Brambila LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Miguel Brambila Telephone #: 619-518-2540 Date contacted: (by: ) Email: Miguel_Brambila@sbcglobal.net Mail Telephone Fax In Person LII REMARKS: By: Richard Moreno Enclosures: EsGil 8/1/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 r1sbad CBR20 18-2084 8/13/2019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 1. Please make all corrections and submit two new complete sets of prints, to: EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (858) 560-1468. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. The project's soil report show a different address than the permit application. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. An ADU may have a separate utility service installed, or sub fed via existing service with adequate capacity. ADU's require electrical load calculations per CEC 220.83 to justify existing electrical service size is adequate. END OF REVIEW To speed up the review process, please 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: U Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Richard Moreno at Esgil. Thank you. Is EsGil A SAFEbuiLtCompany DATE: August 28, 2018 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2018-2084 SET:I PROJECT ADDRESS: 1662 James Dr. PROJECT NAME: ADU for Vidaurri Residence O APPLICANT Q JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. Lii 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 until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Miguel Brambila EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Miguel Brapbla Telephone #: 619-518-2540 Date contacted: t2.'j (by) Email: Miguel_Brambila@sbcglobal.net Ma TEephoDne Fax In Person III REMARKS: By: Kat Frankowski Enclosures: EsGil 8/21/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBR20 18-2084 August 28, 2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES II PLAN CHECK #.: CBR2018-2084 JURISDICTION: Carlsbad II PROJECT ADDRESS 1662 James Dr. FLOOR AREA: STORIES: 1 ADU = 639 SF HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/20/2018 DATE INITIAL PLAN REVIEW COMPLETED: August 28, 2018 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/21/2018 PLAN REVIEWER: Kat Frankowski This plan review is limited to the technical requirements contained in the California version of the International Residential Code, 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 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 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 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR20 18-2084 August 28, 2018 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE 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 and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Indicate on the Title Sheet of the plans the name of the legal owner and name of the person responsible for the preparation of the plans. Section R106.1.1. 4. Please permanently update the address on the plans to match the permit. GENERAL RESIDENTIAL REQUIREMENTS 5. Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. Exceptions: A fire-resistance rating of ½-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than %-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than Y2-inch gypsum board or equivalent. 6. Floor assemblies separating units in a duplex shall be of one-hour fire resistive construction (½-hour if the building has an automatic sprinkler system). Provide details of the assemblies. Section R302.3. Such assemblies shall extend to and be tight to the Carlsbad CBR2018-2084 August 28, 2018 exterior wall, where applicable. Show a draft stop between the existing residence and ADU. 7. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." 8. The door between the ADU and existing residence needs to provide 1 hr fire separation. ROOFS/DECKS/BALCONIES 9. Specify on the plans the following information for the roof materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 10. Specify roof slope on the plans. I see 2 different slopes, 5:12 and 4:12, please clarify. 11. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. FOUNDATION REQUIREMENTS (12. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401.3. Foundation anchorage in Seismic Design Categories C, Do, Di and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light-frame structures in Seismic Design Categories Do, Di and D2 and wood light-frame townhouses in Seismic Design Category C. R403.I.6.1 1. Plate washers conforming to Section R602.11.1, 0.229"x3"x3", shall be provided for all anchor bolts over the full length of required braced wall lines. Properly sized cut washer shall be permitted for anchor bolts in wall lines not containing braced wall panels. Update details. STRUCTURAL Per Figure 1609A update ultimate wind speed to 110 mph in general notes. Carlsbad CBR20 18-2084 August 28, 2018 Please address the relative stiffness in the diaphragm. Show compatibility between the 2 types of braced wall panels used on the same braced wall line. ASCE 12.2.3 Show hold downs. per R602.10.6. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2) a) Expansion/Epoxy anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. Please completel special inspection form located at the end of this list. MECHANICAL Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68:: degrees F at a Location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. The Heating appliance provided seems undersized for this size addition. Please provide the heating and cooling sheet from the T-24, it shows the heater capacity (BTU's) needed for the addition. A dryer vent cannot terminate within 3' from an opening to a building (windows, door etc.) CIVIC 502.2.1. please add a note indicating that. ELECTRICAL Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Weather resistant type for receptacles installed in damp or wet locations (outside). 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). This receptacle must be GFCI protected. Include a receptacle outlet in any hallways 10 feet or more in length. CEC Article 210.52(H). PLUMBING Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, Carlsbad CBR20 18-2084 August 28, 2018 409, 410. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 GPM of flow. CPC Sections 407, 408, 411,412. Update showerhead flow rates. Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California 5B407. RESIDENTIAL GREEN BUILDING STANDARDS Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle . Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Update note. ENERGY CONSERVATION Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CFIR, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Carlsbad CBR20 18-2084 August 28, 2018 32. Include all applicable sections of the (MFI R) RMS-1 form or the specifications contained thereon with the plans. 33. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) A 120 volt receptacle accessible to the heater installed within 3'. 34. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heaterwhen the valves are closed. ES 110.3 35. All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); %" pipe (1" insulation); 1" to 1h/2" pipe (1-W' insulation). CPC 609.11 & ES 150.00) a) Additionally, the 1/2" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.00) Residential ventilation requirements: ES I 50.0(o)/ASHRAE 62.2 36. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. 37. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture' 38. Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. MISCELLANEOUS 39. 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. 40. 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: Carlsbad CBR20 18-2084 August 28, 2018 Yes L3 No U 41. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kat Frankowski at EsGil. Thank you. Carlsbad CBR2018-2084 August 28, 2018 (DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-2084 PREPARED BY: Kat Frankowski DATE: August 28, 2018 BUILDING ADDRESS: 1662 James Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) ADU 639 111,755 Air Conditioning _ Fire Sprinklers TOTAL VALUE 111,755 Jurisdiction Code Icb By Ordinance I S 1997 UBC Building Permit Fee v 1997UBC Plan Check Fee Type of Review: LI Complete Review 0 Structural Only LI Other LI Repetitive Fee Repeats ElHourly Hr. EsGil Fee * Comments: Sheet 1 of 1. Ml Milek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 Re: 08393-18 AUG 20 2018 CITY OF C/RLSBAD r LUILLJH' ,j4 I1t. The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. / Pages or sheets covered by this seal: R55089675 thru R55089677 My license renewal date for the state of California is March 31, 2020. C 75435 EXP. 03/31/2020 1 Nttb August 9,2018 Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings:. Parameters have not been verified as appropriate foi any.use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, notthe Truss Engineer, per ANSIITPI-1, Chapter 2. tsil IS, 20Sq Job Truss Truss Type Qty Ply R55089675 0839318 TOt Common 12 1 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.220 $ May 24 2018 MiTek Industries. Inc. Thu Aug 9 10:00:04 2018 Page 1 ID:IdsR0VLwGqqUnbZCrvtJb1yqATo-MVs1Z48kD9WSu0sJ2hDtkTypW8CJtekR1aBrqOypci9 2-0.0 6-5-0 10-4.0 12-100 15-4-0 19-3.0 25-80 27-8-0 2-0-0 8.5.0 3-11.0 2.60 2-6-0 3-11-0 6-50 2-00 Scala: 114=1' MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED - MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x4 - 3x4 = 354 = 358 I 0.6-11 10.4-0 8-6-11 1-9.5 15-4-0 5-0.0 17-1-5 25.8.0 1-9-5 0.6-11 Plate Offsets (X.Y- 12:0-3-2.0-1481. 15:0-2-OEdae1. 18:0-3-2.0-1--81 LOADING (psi) SPACING- 240-0 CSI. DEFL in Øoc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) -0.19 10-20 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.55 10-20 >559 180 BCLL 0.0 • Rep Stress lncr YES WB 0.80 Horz(TL) 0.10 8 nla n/a BCDL 10.0 Code IBC20121TPI2007 Matrix-MS Weight 115 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr 0 TOP CHORD Structural wood sheathing directly applied or 4-2-3 cc purlins. BOT CHORD 2X4 OF P1o.1&Btr 0 801 CHORD Rigid ceiling directly applied or 10-0-0 oc braang. WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 2=136910-3-8, 8=1369/0-3-8 Max Harz 2=74(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-233910, 3-4-198710, 4-5---441/22, 54=-441/22, 6-7-1987/O, 7-8=-233910 BOT CHORD 2-11=012088, 10-11=011779, 8-10=012088 WEBS 7-10=-4691104.3-11=.459/104.4-11=0/483, 6-10=0/483. 46=-1557/0 NOTES-. (8) Unbalanced roof live loads have been considered for this design. Wnd: ASIDE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.opsf; h25ft; Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.25 plate grip DOLI.25 200.01b AC unit load placed on the bottom chord, 12-10-0 from left end, supported at two points, 5-0-0 apart. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for alive load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. luoo:%1 C 75435 EXP. 03/31/2020 J August 9,2018 I WARNING. ondOElD NOtES ON Thi5 AND INaUDED Shalt RBRENCE PA GE 161-7473 rue. 1aW/2Of58E&8E I I I Design velld forum onlywith MTekitcornesters This design is based only upon parameters sheen. and Is for an lrrdbldual buading =erit not I I I a truss system. aerate use. the building designer must verity the applicability at design parameterssnd property Incorporate this design Into the overall I I I building design. feadeg bidlteled Isle prevent budding of brdlvlduol truss web and/or shard members only. Additional temporary and pennaneni biasing I MiTek I I Is always required for dainty and In prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabntcalion, storage. delivery. erection and biasIng of trusses and truss systems, see ANsUTPt1 Quality Criteria, 60.$9 and BC5I Building Component 7777 Greenback Lane I Safety information avaldde from Truss Plate InstItute. 216M Lee Street Suite 312, PJ.xand'Ia..VA22314. Isuite 109 I Citrus Helates.CA 915610 Job ' Truss Truss Type Qty Ply R55089676 08393-18 TOIB GABLE I Job Reference (onlionait Mission Truss, Lakeside, CA - 92040. 8.zzu s May24 2019 MlT ineusines, Inc. I flu ug a luuu:uo xuio rage 1 20-O 6-60 5-5.0 6-5-0 24)-0 Scale: I14"-1' MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED 4 = MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4 ii - 22 21 20 19 19 17 lb 15 14 ii 1L 11 SU IF 4 5x8 3x8= 1.5x4 II 6-5.0 12.10.0 16-3.0 i I 6-5.0 5-5.0 6-5.0 6-5.0 Plate Offsets (X.Y- '10-3-0.0-1-81. [6:0-3-0.0-1-81,119:0-4-0.0-3-01 LOADING (pat) SPACING- 240-0 CSI. DEFL in Pod) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vest(LL) 0.00 6 nlr 120 MT20 220/195 TCDL 14.0 lumber DOL 1.25 BC 0.24 Veit(TL) -0.01 7 n/r 120 BCLL 0.0 • Rep Stress lncr YES WB 0.20 Hoiz(TL) 0.00 6 n!a n/a BCDL 10.0 Code lBC2012ffPI2007 Matrix-S Weight 158 lb FT = 0% LUMBER. BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1SBtr G SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 20 OF Stud/Std C OTHERS 2X4 OF StudlStd G REACTIONS. All bearings 25-8-0. (Ib) - Max Harz 274(LC B) Maxuplift All uplift loolbor less atjoint(s)2.11.19,21, 9,6 Max Gray All reactions 250 lb or less at joint(s) 16, 17, 18, 20, 21,22, 14, 13, 12. 10. 9. 8 except 2407(LC 27), 15466(LC 1), 11=475(LC 20), 19=475(LC 19), 6=407(LC 31) FORCES. (Ib)- Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown. WEBS 4-15=-36015,5-11-450167,3-19=-450/80 NOTES- (11) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=8.4p5f; BCDL=6.0psf h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.25 plate grip DOL=1.25 Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI!TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 or- This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all are where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members A plate rating reduction of 20% has been applied for the green lumber members. rrOFESS, Provide mechanical connection (by others) o( truss .to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 11, 19,21,9,6. This has been designed for load 250.01b live located at all mid and at all panel pointsalong truss a moving concentrated of panels the Top Chord, live loads. nonconairrent with any other This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. CP C 75435 Ix M *\. ,EQ9I2O20 1*4 August 9,2018 A WAasING- VssVj, I IS ,pa,anwiweardRE4D NO1ES ON ThiS AND NCUJD9) W7EK REsR24GE PAGE WT473 rev. 1509.5015 8E&5E I Design vaild for use onlywilh uffekth carmectors. This design Is based only upon parameters shown. and Is for an Inditidusi building coalponenl. net o buss system. Before use, the building designer must verity the applicability 01 design parameters and property Incorporate this design Into the overall building design. ereshig Indicated Isle prevent burã5ng of brdMdunl miss web and/or chord members only. Additional temporary end pensanent leachig I MiTek Is always required for stebsiy and to prevent collapse with possible personal injury end property damage. For general guidance regardbig the fabrication. storage, d09vmy, erection and biasing of busses and buss systems. see ANeiITPI1 Quamftyc.ftemla. DS049 and ecai euliding Component 7M Greenback Lane S,jlto 109 Safety Information avnteblefrom Truss Pinto Institute, 219 N. Lee Sheet, Suite 312, Mexendil& VA 22314. I ClInic Helsids, CA 95810 Job Truss ITrU55TYPa I ' 1ply TO1GE R5 08393-18 GABLE II IJob I Reference (ootlonal) Mission Truss, Lakeside, CA - 92040. 8.220 s May 242018 MiTek Industries, Inc. Thu Aug 9 10:00:09 2018 Page 1 lD:ImdsR0VLwGqqUnbZCMib1yqATo-ITfwaCs1i8I?nkGqEp2RWfl09zSYvlABsvcWcypcI4 -2-0-0 6-5-0 i 12-10-0 1944 i 25-8-0 i 27-8-0 2-0.0 6-5-0 6-5-0 6-5-0 6-5-0 2-0-0 Scale = 1:49.5 458 = MT 1.54 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. - 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 I 6-5-0 12-10-0 6-5-0 4x10= i 19-3-0 8-8-0 3x6ll 256841 6-5-0 Plate Offsets (X 12:0-1-10.0-3-01. 12:0-3-1.Edgel. 16:0-1-13.Edpei 16:0.1-10.04-01. 119:0-4-0.0-3-01. 133:0-11. 144:0-2-0.0.0.11 LOADING (psi) SPACING. 2-0-0 CSI. DEFL in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Veit(LL) 000 6 fIr 120 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.33 Veit(TL) -0.00 7 nlr 120 BCLL 0.0 • Rep Stress mw YES WS 0.73 Horz(TL) 0.02 12 nla nla BCDL 10.0 Code lBC20121rPi2007 Matrix-S Weight 186 lb FTO% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr 0 TOP CHORD Stnidural wood sheathing directly applied or 344cc putting. BOT CHORD 2X4 DF No.1&Btr 0 BOT CHORD Rigid ceding directly applied or 3-11-14 cc bracing. WEBS 2X4 DF Stud/Std G WEBS I Row at midpt 5-15.3-15 OTHERS 2X4 DF StudfStd 0 REACTIONS. All bearings 25-8-0. (lb) - Max Hoiz 2-70(LC 38) Max Uplift All uplift 100 lb orless at joint(s) 21.9 except 2=-1098(LC 19), 11=-1468(LC 30),19=-11480(1-C 27), 6=-1102(LC 22) Max Gray All reactions 250 lb or less at joint(s) 16.17.18.20.21, 22.14,13,12,10.9,8 except 2=1219(LC 40), 15=453(LC 1), 11=1628(LC 39), 19=1628(LC 40), 6=1219(LC 39) FORCES. (Jb) - Max. CompJMax. Ten. - All fortes 250 (Ib) or less except when shown. TOP CHORD 2-3=411213075, 3-4--253212519.4-5--253212506,5-6=-309413045 BOT CHORD 2-22-285412912, 21-22=-207312133. 20-21=-159411652, 19-20-•1114/1173, 18-19=-568/628, 17-16=-3011361, 13-17=-7811841, 15-16=-174111801, 14-15-1730/1781, 13-14-770/821, 12-13-2901341, 11-12=-558/609, 10-11=-1107!1155, 9-10-1576/1634, B-9=-2067I2115, 6-8=-2836/2894 WEBS 4-15-37416, 5-15=-187411918, 5-11=-1602/1485, 3-15=-187411901, 3-19=-1602I1496 NOTES- (14) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph(3-second gust) Vasd=87mph; TCDL=8.4psf BCOL=6.0psf h25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zOne; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.25 plate grip DOLI.25' Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. All plates are 1.5x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 or. This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrert with any other live loads. * This truss has been designed fore live load of 20.0psf on the bottom chord in dli areas where a rectangle 3-6-0 tali by 240-0 wide will fit between the bottom chord and any other members A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21.9 except (it--lb) 2=1098, 11=1468,19=1480,6=1102. This truss has been designed fora moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed iota total drag load of 360 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-8-0 for 360.0 pIt. C 75435 EXP. 03/31/2020 J August 9,2018 pntInuedoneana AWAMMG-MwWdmsfanpwwneftmaWRMDNOMON se iio WCLUDED ilEK REdCE PA GEIPJ-7473 rev. 10=14Wfs BEFORE (E I Design valid for use only with Mireke eaneUers This design Is based ardy upon parameters shown, and Is for an Individual building cornpanerni. net I I a buss eydisnr. Before use, the building designer must veilfythe applicability of design parameters and property Incorporate this design into the overall I building desigit gracing Indicated Is to prevent buckling of individual truss web andler chord members only. Additional temporary and permanent bracing I MiTek Is always required for debility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i I fabrication, dotage, delivery, creation and Issuing of tiusses and truss sydierne, see ANSUTPII Quality Crtteita. 055.89 and SCSI Building component i 7777 Greenback Lane Safety InformatIon available from Truss Plate Indihlute, 218 N. Lee stied. Suite 312. Alexandria- VA 22314. I Suite 109 I Citrus Helcdds, CA 95610 I Job Truss Truss Type I I I R55089677 08393-18 TOIGE GAULE Job Reference lcollonafl Mission Tnjss, Lakeside, CA- 92040, 8.220 s May 24 2018 MITek industries, Inc. Thu Aug 9 10:00:09 2018 Page 2 ID:ImdsR0VLwGqqUnbZCrvUb1yqATo-lTfwonCsli8l?nkGqEp2RWI109zSYv1ASsvcWcypcl4 NOTES. (14) No notches allowed In overhang and 20000 from left end and 20000 from right end or 12 along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacidng chords. For edge-wise notching, provide at least one tie plate between each notch. This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. I A WARNING. VoWdeslignpanunebusandREAD inDIES ON WAS AND INCLUDED Ia1EX RERENCE PAGE MJ-7473 rev. 10.2O15 BEFORE LINE I I I Design valid for use only with Wake, design IS based only upon parameters Shown, and Is for an indidduel building component, not I I I a trues system. Before use, the building designer nunt vorifythe applicability or design parameters end property incorporate this design into the ovoisi I I I building design. Bredng Indiceted into prevent inindng otlndiddual truss web andlor chord members only. Addlllonalteinporeiy and Permanent' I MOW I Is ataays requhed for etebSty end to prevent collapse stIlt possible personal Injury end property damage. For general guidance regarding the I I I fabrication. storage. delivery. erection end bracing oltnisses end truss systems, *Nslrfpn Quality Criteria. 058.89 end BCSt Building Component 7777 Greenback Lane Safety Infonnalion available occur Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. I 109 I I Citrus Hetohta, CA 95610 I Symbols INumbering System 1 A General Safety Notes PLATE LOCATION AND ORIENTATION I 1' Center plate on joint unless x, y offsets are indicated. Dimensions are in Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use Tori bracing if Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but > reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/IPIl: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate - Connected Wood Trusses. 8-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 0 0 I C) 0 0 BOTTOM CHORDS JOINTS ARE ARE GENERALLY NUMBERED!LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSIL.ETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved M!Tek° MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal or X-braclng, Is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. S. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses Will be suitably protected from the environment In accord with ANSlITPl 1. S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. io. camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to amber for dead load deflection. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. Lumber used Shall be of the species and size, and In all respects, equal to or better than that specified. Top chords must be sheathed or purlins provided at spacing Indicated on design. Bottom chords require lateral bracing at loft, spacing, or less, if no ceiling is Installed, unless otherwise noted. Connections not shown are the responsibility of others. Do not cut or after truss member or plate without prior approval of an engineer. 17. install and lied vertically unless Indicated otherwise. IS. Use of green or treated lumber may pose unacceptable environmental, health or performance risks, consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. Design assumes manufacture In accordance with ANSlITPi I Quality Criteria. ~N SIE INC. ktJ L"Jy GEOTECHNICAL • GEOLOGY • HYDROGEOLOGY • MATERIALS TESTING • INSPECTION Delbert and Cathi Vidaurri June 19, 2019 1660 James Drive Carlsbad, CA 92008 Subject: FOUNDATION PLAN REVIEW LETTER FOR GEOTECHNICAL CONFORMANCE 542 sqft Single Level ADU Addition 1662 James Drive Carlsbad, California Sierra Geotechnical Services Inc. (SGSI) has reviewed the foundation plans prepared by Miguel Brambila, dated 3/14/2019 for site specific applicability to the geotechnical environment. The project, located at 1662 James Drive, Carlsbad, California (33.1666, - 117.33 60) (Figure 1), will include the construction of a single-level approximate 542 sf, two-bedroom ADU addition. Foundations for the structure will include shallow concrete perimeter footings and a 4" slab-on-grade. Topography in the building area is relatively flat. We did not note any obvious signs of geologic hazards, groundwater, or other geomorphic or soil related features causing distress to the property. The existing home appears to be performing reasonably well given its age. The home was constructed sometime: in the early 1980's. SGSI reviewed a Report of Soils Investigation, Tract Number 77-7, (Duco Engineering, dated January 4, 1980), as well as a compaction test report (Duco Engineering, dated June 10,1980) for the subdivision. The reports indicate that site soils consist of at least 12" of import clayey sand with gravel, overlying brown to reddish brown native sandy clay. This is somewhat consistent with the site geologic map of the area (Figure 2) indicating underlayment by Old Paralic Deposits (Kennedy and Tan, 2007). The soils expansion potential was considered low to moderate. Additionally, a foundation bearing pressure of 1500 psf, and a footing embedment of 18-inches below lowest adjacent grade was provided. Based upon our review of the above noted reports, the 1500 psf bearing pressure shown on Sheet 3 of the project plans is considered appropriate for the site. However, the 12" deep footing embedment shown, should be changed to 18". In addition, since our review was limited to a visual observation of conditions, the nature and density of the soils MAMMOTH OFFICE: P0 B0X5024, MAMMO TH LAKES, CA 93546 • Phn: (760) 937-4608 BISHOP OFFICE. 169 WILLOWSTREffF, BISHOP, CA 93514 • Phn: (760) 937-4789 CARLSBAD OFFICE: 7040AVENIDA ENCINAS, SUITE 104469, CARLSBAD, CA 92011. Phn: (760) 9374608 wwwj"us 3 r 14(flTD3?I • DZIrMT2JAIRYFAM • YaoJo]DDgUYH • YJ0J03) *JAMMIMTORD tOS I ?t 9nu1 t-nusbiV irf1iD bim rrndl3cl svhU astrGI O1 800t? liD J'cdehaD JADR.1HDTo:Ia flOq fl1TTL1 WIIV1A 4l.J9 LOITA0100 :tnjclua 3D'1AM$IOWOD noiiibhA UClA kW9J 9,lgfli j1pa'Sm rirr,thilsD hfic1a12sJ 'd irnqoiq ani1q noiflthcwo 9rb b9w9iv91 asrt (l.D) .n! ivio I inrb9io'D tT!1 IiJo rli oj vlilidn:)ilqq& DL1bqslip ml S\4J\C bisb si(lsncmE f9uiM - dax.t) circrnliliiD btdaIisD 9Vi1O 91II61 Sôt)t if b9iIOI 1D9((r1q TJn9rrr1omivn S4 itrnxoiqqr 13'z1-&nIa irto noiinh112r10 r1J 9bub1 lliw,(I ii1) (0)EE.1.t iimirro wollsi1 bubrii 111w riurumia 9dJ inl anoiiihiw&l rioiiibbs UatL ff1O01b3d-0V/i bm-no-dth ".I s brit grii1oo1 !i9rn9q lo ii woivdo 'iris 910n ion bib sW afl t1viic19, a in gnibliud sdi iii 'r1qcigoqoT riiiio &riuicl b9it!91 Iioa mo Dir1qm0rno rnrfio o iwwbriuomj .iiiid i0105g tkw ldsiioaciri rTirrno1m9q 9d oi vG9qqs 9mod gnijaim odT •Jt9qomq 9(E) oi miib .96 1I t19VI4 aRo10 tioqo51 i h9vr9iv9m 1D .'O8tJ rli iii miftiric b9tni1ir10 aow 9rfjod 9r1T Jr9%J as (O8Qt 4' smcLIrIc( b3i5b ni sniri1 o3ucl) '- isdrtwVi imT roiJsii2ovr1 noivibdua eth mol (08Qt01 snul b9'Jcb gringgaignH o1J(] iloq9m iJ aoi13Lqmo) r, rijiw bri 'jnb imoqmi lo "S.1 sI U la 1airio 21io 9ii miii simi3al rtoqsi HT inieno I wmio ai alilT .vb 'bnsa vi:u riwoici rkibbroi riwoid ni1m9vo VB1! DiIr;1I blO d irirnrhsbriii nailnDilmi (S uiji4) siie 9113 10 q&ni DgoJo 02 9rIJ riliw .(V005 rmT bnc h9rtnNj it?.oq9Q • 13 Ilt;noiiibbA •911i9borrl 01 wol b3mili2rloD zGw Isiii&ioq noiriiqxs aio grIT vrnl9cl a91b1u-8Lio Jn9fnb3dm9 girilodl 6 ins kq (;Of lo 5iU29i niioed rioiisbrujo b9bivc7.q am nwoul ineiq gniusdlaq 002t Hi iioqs1 hxion 9v0d6 rii10 wivriuo noqu beai ' irb vvowoFI slip au wi 91n1iqoiqq13 b19binoi ai rtsEq i3joiq gril 10 E J!)!)dZ no WatV11U0 9iii jloiiibb5 iii .8.1 01 1)9n13rb A bluod2,nvrudz 1n911fb9drn9 gtiiiool (1991) allop arlilo v1i2n9b bnc slujul atE) noiiibrioio noiicviaado Iiijaiv s oi b911rni1 vy t to Oz TWO 't! tI3 • ZtQ 13 VX1OtM.II4 O.!Sfl q SÔ1 .uiq e IIAZEQ K3 11011711A T33WI%'flO.fl01 % XMTiO 'UMi%U (ITh') rn1 • 13 .(P1U113 '4OWi?. .1MTYfi PW1'1 M3%4 3%Y41 Q.113 SIt) .• - 1662 James Drive Project Number 3.31612 June 19,2019 should be field verified during construction to ensure applicability with design assumptions. We further recommend that the following be implemented during construction: Excavations: All foundation excavations should be observed by a representative of SGSI or another geotechnical consultant prior to placement of reinforcing steel, to assure proper embedment into competent soils. Footings: Should be properly prepared in accordance with the attached earthwork recommendations. At a minimum, footings shall be moisture conditioned as necessary, and compacted to at least 90-percent of the maximum dry density obtained using ASTM D1557 as a guideline. We appreciate the opportunity to be of service to you. Should you have any questions regarding this report, please do not hesitate to contact us. Respectfully, SIERRA GEOTECHNICAL /AARON ADLER\G ( N02198 U L CERTIFIED - * ENGINEERING * \1 GEOLOGIST OF ( oseph A. Adler Principal Geologist CEG 2198 (exp 3/31/2021) Ahomas A. Principal Engineer PE C41039 (exp 3/31/2021 - .A . I '.-,- Old paralic deposits, undivided, Units 2- 4 Age: Middle Pleistocene - Late Pleistocene (0.781 - 00117 f1a) Description: Poorly sorted, moderately pemieable, reddish-brown, interfingered strandline, beach, estuarine and colluviat deposits composed of siltstone, sandstone and conglomerate.These deposits rest on the now emergent wave cut abrasion platform preserved by regional uplift. c Reference: Kennedy, M P., and S-S, hn. digital prep. by Bovard et al.. 2007, Geologic Map of the Oceanside 30'x 60' Ouadrangle, California Cafornia Department of Conservation Ca!fornia Geological Survey. 2703818. PROECT 9'7E NOT TO SCALE I ø 7/ DUCO Eng a ineering, Inc. FOUNDATION & GEOLOGIC INVESTIGATIONS FILl. CONTROL • SOIL TESTING 1170 CENTRE DRIVE, SUITE F WALNUT, CALIFORNIA 91759 (213) 964-3440 964.3449 REPORT OP SOILS INVESTIGATION TRACT NUMBER 77 -7 NORTHWEST CORNER OF OAK AVENUE AND VALLEY STREET CARLSBAD , CALIFORNIA FOR: Carlsbad Development Corp. P.O. Box B Carlsbad, Ca. 92008 Job No. 9-278 January 4, 1980 I Page One January 4, 1980 Job No.: 9-278 Introduction This report presents the results of a soils investigation for a proposed 27 lot residential subdivision, Tract No. 77-7 to be developed on the northwest corner of Valley Street and Oak Avenue, in the City of Carlsbad, COunty of San Diego, California. Figure No. 1 presents a plot plan of the site shoving the surface features and soils data pertinent to this report. The object of this investigation was to gather information and data regarding the surface and subsurface soils conditions upon which to base our recommendations for site preparation, grading and construction of the proposed residential structures. The results of our field and laboratory investigations which form the basis for our recommendations are included as a part of this report. Site Conditions The subject site occupies a roughly rectangular shaped parcel of property bounded by Oak Ave., Valley Street and Elm Avenue on the south, east and north respect- ively and on the west by houses and rural property. At the time of our field investigation the site contained two residential structures with associated trees, shrubs, lawns and a shed. The previously existing avocado grove on the south side of the property had been removed leaving scattered roots and organic debris. Numerous stockpilei of fill soils were noted on proposed lots 4-7. Additional fill soils associated withr two previously removed structures were noted on proposed lots 10 and 16-17. These fill soils are composed of loose mixtures of silty fine tomedium sands and gravelly sands containing scattered amounts of concrete and debris. The natural fill soils encountered consisted of firm to dense silty fine to medium, clayey sand and sandy clay. The clayey soils were encountered in the lower drainage depression area. Current drainage of the site is by sheetf low from the west and east to the middle of the property then to the north by a natural drainage depression. No ground wateror cavingof the test hole side walls were encountered in any of test holes to the depths excavated. Field Investigation The subsurface soils conditions were explored by excavating five (5) engineering test holes to depths of 6 to 10 feet using a backhoe with an 18 cinch wide bucket. The approximate locations of the test holes are shown along with the surface features and pertinent soils data on Figure No. 1. Page Two January 4, 1980 Job No. 9-278 Field Investigation (con't.) Both relatively undisturbed and disturbed bulk samples of the typical soils encountered in the test holes were recovered to be subjected to laboratory testing and analysis. A continuous log of each test hole was kept in the field at the time of excavation. These test hole logs, reflecting the-condition-and classifictiens of each soil strata encountered, based on the Unified Systems of Soil Classification, are attached to this report as Figures 2 through 6. Laboratory Investigation In-situ moisture and density tests were performed on the undisturbed samples and the results of these tests are shown on the appropriate test hole log at the depth sampled. Also shown are the results of tests made to determine the relative compaction of the samples compared to the maximum density determined with ASTM test method D1557-70. The expansion potential of the typical onsite soils was determined in accordance with the U.B.C. test standard 29-2. The result of the laboratory tests performed on the bulk samples of the typical soils are summarized as follows: Soil Type A - Silty fine to med. sand B - Clayey silty sand C - Clayey sand Role No. Depth, Ft. Max. Den. Opt. Moist. Expan. Index 126.8 P.C.F. 10.6 % 4 123.5 " 10.8 Z 8 114.4 " 14.7 % 11 Shear Angle Cohesion, P.S.F. 1 3.0 32° 150 2 5.0 26° 1300 4 1.5 28° 450 Conclusions and Recommendations Development of the site, as proposed, is considered feasible from a soils engineering standpoint based on the implementation and incorporation of the recommendations which follow into the site preparation, grading and construction of the proposed residential structures. Site Preparation and Grading Prior eto the start of grading, the existing trees not to remain shall be removed and houled offsite. The organic debris resulting from the tree removal and any surface vegetation shall be stripped and hauled offsite to the satisfaction of the soils engineer. Any remaining roots encountered during the grading operation shall be picked and removed from the site. Page Three January 4, 1980 Job No. 9-278 Site Preparation and Grading (con't.) The existing residential structures and appurtenant buildings not to remain shall be demolished and hauled offsite. A search shall be made to locate any underground private sewage disposal systems. Any such systems encountered shall have the septic tanks removed and the cesspool pumped as necessary and filled to within 5 feet of finished grade with clean sand and gravel jetted in place with water. The top 5 feet of the cesspool shall be removed and the excavation brought - to grade with compacted fill along with any other excavation resulting from demolition or removal of a subsurface structure. Prior to the placing of any fill soils, all stockpiled fill soils shall be removed to expose the natural ground, cleaned of debris as needed and incorporated in the compacted fill. The surface of the natural ground to receive fill shall be removed or windrowed to a depth of 12 inches, watered as necessary to obtain optimum moisture content and precompacted to the minimum requirement, A similar grading procedure shall be implemented upon the finished grade surface where proposed cuts to create building pads are less than 12 inches in depth. Fill soils shall be spread in 6 inch loose lifts, watered as necessary and compacted to in excess of 90% of the maximum density as determined by ASTM test method D1557-70. The anticipated subsidence in the surface soils due to processing of the natural ground to receive fill, tree removal and processing of the surface of the shallow cut pads is expected to be on the order of 2.0 inches. The anticipated shrinkage in soil volume from cut to fill is expected to be on the order of 10 to 15%. Expansive Soils The results of the laboratory test performed on the typical soils types encountered on the site indicate the soils are nonexpansive to very lowly expansive in nature. Based on the results of these tests it is our opinion that no remedial construction measures will be necessary providing that the proposed imported soils are also of a nonexpansive nature. All import soils should be approved prior to reaching the site. Foundations Based on provisions of the foregoing recoinmedations, the proposed residential structures may be supported on conventional continuous and square footings designed to obtain the required soil bearing at a minimum depth of 12 inches below the lowest adjacent finished ground surface. The recommended soil bearing value for footings imbedded as recommended into compacted fill or firm natural ground shall be 1500 P.S.F. The foregoing values are-for dead and live loads and may be increased 1/3 for temporary horizontal forces. Cut and Fill Slopes The recommended maximum graded angle for cut or compacted fill slopes shall be l:l (@34 ). Slopes constructed at this angle are deemed grossly stable to the designed heights. Page Four January 4, 1980 Job No.: 9-278 Cut and Fill Slopes (con't.) The recommendations contained in this report are based on the results of our field and laboratory investigations combined with the principles of modern soil mechanics and sound engineering judgment. Should any unusual conditions arise during the design or construction of this project, this firm shall be notified in order that proper modifacations to the recommendations contained herein may be made as deemed necessary. Should you have any questions with regard to this report or the recommendations contained herein, please contact this office. Respectfully submitted, DUCO ENGINEERING, INC. Approved by: ZZ1 Ronald Cobine Z. Sterling,f. White, RCE 10863 RC : mw - Ct( 7/LD 1 IL DA A yE. I DUCO SCALE I": /OO' ENGINEERING LOCATION OF JOB NO. U70 CENTRE DR., SUITE F, WALNUT, CALIF. Fu1 TEST HOLE FIGURE No.! I DUCO Engineering. Inc. DATE DRILLED 12-28-79 LOG OF BORING NO. 1 PROJECT NO. 9-278 Depth co In 49 Feet 0- Si 5— 10 - Is - 20 - 25 FIELD CLASSIFICATION lty fine to medium sand - brown - soft - damp Numerous roots Silty fine to medium sand - reddish tan - dense - 1 A 106.8 9.7 84.2 damp FIGURE NO. 2 DUO Engineering. Inc. LOG OF BORING NO. 2 PROJECT NO. 9-278 DATE DRILLED 12-28-79 FJELD CLASSIFICATION C .. 101.3 16.1 88.6 Clayey silty sand - dark brown - fairly soft - moist Sandy clay - brown to reddish brown - dense - moist 2 FIGURE NO. Depth /z, df In 6. Feet 0- DUCO Engineering. Inc. - DATE DRILLED 12-28-79 LOG OF BORING NO. 3 PROJECT NO. 9-278 I I FIELD CLASSIFICATION 1 -4-.- ..LLO9.7 lO 86.5 Silty fine to med. sand - brown - fairly soft - damp Silty fine to med. sand - reddish brown - firm to dense - moist FIGURE NO. 4 Depth Feet A In - 10 - 15 - 20 - FIGURE NO. I DUCO Engineering. Inc. DATE DRILLED 12-28-79 LOG OF BORING NO. 4 PROJECT NO. 9-278 Depth Cj In A. Feet 0 - 5— 10 - 15 - 20 - 25 B. .8.8.80.7 Clayey silty sand - brown - fairly firm - damp S.and......y cl.a ......- •_.•_ ................ y - brown to reddish brown - firm to dense - moist FIELD CLASSIFICATION DUCO Engineering, Inc. DATE DRILLED 12-28-79 LOG OF BORING NO. PROJECT NO. 9-278 In Depth FIELD CLASSIFICATION - Feet - 10 - 15 - 20 - 25 - FIGURE NO. 6 - - Fill - Clayey silty sand - tan brown.& gray - soft - moi;t Silty fine to med. sand - reddish tan - firm to dense - damp Silty fine ot med. sand - reddish tan - firm to dense - moist 1 A 111.2 11.4 87.7 DUCO Engineering, Inc. FOUNDATION & GEOLOGIC INVESTIGATIONS FILL CONTROL - SOIL TESTING 1170 CENTRE DRIVE. SUITE F . WALNUTS CALIFORNIA 91789 (213) 964-3440 • 964-3449 June 10, 1980 Carlsbad Development Corp. P. 0. Box B Carlsbad, California 92008 Subject: Report. of Compaction Tests Tract No.: 77-7 N.W.C. Oak Ave. & Valley St. Carlsbad, California Job No.: 9-278 Gentlemen: In accordance with your request this firm has inspected and tested the compac- ted fill placed on the subject site between May 19 and June 9, 1980. A plan of the site showing the test locations and other data pertinent to this repo r t is attached as Figure No. 1. Reference data used in the preparation of this report consisted of a report of Soils Investigation prepared by this firm, dated Jan. 4, 1980 and a Grading Plan prepared by Brian Smith Engineering, Inc., dated Jan. 15, 1980. Site preparation, grading and testing were conducted in the following manne r : Site Preparation Surface debris and vegetation was stripped and hauled off site. Surface structures consisting of two residences and a shed were demolished and hauled off site. Subsurface structures consisting of water lines and two septic tanks were removed and hauled off site. The associated leach fields were removed in the cutting operation. All trees were removed and the resulting cavities were cleaned of roots and loose soils and brought to grade with compacted fill or entirely removed during the cutting operation. The existing stockpiled fill soils, were removed to expose firm natural ground and incorporated into the compacted fill. The exposed surface of the natural ground was prepared to receive fill by processing to a depth of 1:2 inches, watering as necessary and compacting to minimum requirements. Page One Job No.: 9-278 June 10, 1980 U Grading Fill soils were spread in ,4 to 6 inch loose lifts, watered as necessary and compacted to minimum requirements. The method used for adding moisture and compacting was a w a t e r t r u c k a n d roiling with a double 4x4sheepsfoot roller. Imported fill soils were utilized to bring the fill pads t o t h e i r d e s i r e d grades. The cut portion of lots 5 and 6 were under cut to a depth o f 1 2 i n c h e s i n the building area and brought to grade with compacted f i l l . All fill slopes were over filled and then cut back to expos e t h e c o m p a c t e d inner core. Testing Field density tests were performed in accordance with ASTM t e s t m e t h o d D1556. The-results of these tests, -taken during the c o u r s e o f g r a d i n g a r e attached as a part of this report. Maximum density and optimum moisture were determined for e a c h t y p e o f f i l l soil in accordance with ASTM test method D1557-70. The resu l t s o f t h e s e determinations along with the expansion potential of the s o i l s , d e t e r m i n e d in accordance with U.B.C. test standard 29-2, are as follo w s : Soil Type If - Clayey sand B - Clayey silty sand C - Clayey sand D - Clayey med. to crse. sand * E - Clayey sand * F - Clayey sand w/gravel * C - Clayey ined,, to crse•. .sand * * - Import - Conclusions and Recommendations Max. Den. Opt. Moist, Expan. Index 114.4 14.7 11 123.5 10.8 8 125.8 ! 10.5 10 124.5 8.8 38 117.8 13.5 70 128.5 8.0 26 120.5 10.6 27 The expansion potential of the onsite soils that will d i r e c t l y a f f e c t s h a l l o w foundations and slabs on lots 1-6 and 14-27 is considere d m o d e r a t e . Remedial construction measures to minimize this condit i o n a r e r e c o m m e n d e d a s follows: Footings shall be continuous under all exterior and inter i o r b e a r i n g w a l l s a n d shall be imbedded a minimum depth of 18 inches below the lowest adjacent ground surface. Page Two Job No.: 9-278 June 10, 1980 Reinforce the continuous footings with a minimum of 2 #4 rebar placed in the top and in the bottom. Concrete floor slabs shall be a minimum of 4 inches thick and shall be rein- forced with 6x6 - 10x10 welded wire mesh placed at midpoint in the slab. Floor slabs shall be cast on a 4 inch thick layer of graded aggregate base course or washed concrete sand. Garage floor slabs need not be reinforced if poured entirely independent of the stem walls using a positive expansion joint of felt or similar approved material. The subgrade soils below proposed living area floor slabs shall be premoistened to in excess of optimum moisture condition to a depth of 18 inches prior to the pouring of the concrete. - The recommended. soil bearing value for continuous footings a minimum of 12 in- ches in width and imbedded a minimum depth of 18 inches below the lowest ad- jacent finished grade shall be 1500 P.S.F. The foregoing values are for dead and live loads and may be increased 1/3 for temporary horizontal forces. It is the opinion of this firm that the fill soils placed on the subject site, as reported herein, have been properly compacted for their intended use.. Respectfully submitted, DUCO ENGINEERING, INC. Approved by: 4 7A Ronald Cobine -- Sterlin ,7(White, RCE I0863 RC/ 1w ELM AVE. .32 . 0 3 23 :'- f2. 2'1 '.3! C) "i. 2(. :; :2 . .. LU 07 6 10 e37 .410 At 20 bJ2 0 03 o1/7 03 .7 ____________________ .-: OAK AVE. DUCO ENGINEERING - LOCATION OF SCALE I"= 100' JOB NO. —2.7E _.a. In •- •I, 4 111tMJtRi uk J -Jt.L.0 hJi.I'J £ jw RV. 9-278 Elevations CSt ' Lot % Hoist. Dry Den. Soil o Date No. Nat. Fin. Cr. Test Field PDF Field Type Camp 30 5-29-80 1 159.0 163.5 162.5 7.0 115.0 D 92.3 31 2 156.0 161.0 161.0 7.4 116.9 D 93.9 32 3 : 155.0 158.5 158.5 9.4 120.7 D 97.0 33 15 153.5 162.0 156.0 6.3 107.3 E 91:1 34 5-30-80 24 161.0 167.4 165.0 14.9 108.0 B 91.7 35 it 22 158.4 167.0 165.5 12.5 112.2 C 93:1 36 15 154.1 162.0 159.8 7.3 102.2 E 86.8 37 II Re-Test #36 7.7 108.0 E 91.7 38 16 155.0 160.5 158.0 10.2 111.7 C 92.7 39 6-2-80 1 159.5 163.5 163.5 10.9 111.4 B 94.5 40 15 154.5 162.0 162.0 9.0 113.3 G 94..0 41 14 155.0 162.5 161.0 11.5 111.6 B 90.4 42 it 5 155.0 157.0 157.0 10.3 108.0 E 91.7 43 U 4 153.5 157.0 . 157.0 9.4 108.0 E 91.7 44 . 24 161.0 1675 4 167.0 3.9 120.1 .F 93.5 45 21 161.0 103.0 163.0 7.4 115.1 : C- 91.5 46 6-6-80 22 - 160.5 167.0 167.0 6.1 111.2 B 90.0 47 26 153.5 158.5 158.5 . 7.4 113.6 B 92.0 48 19 154.6 159.0 .159.0 9.0 112.4 E 95.1 49 18 153.0 157.0 157.0 8.2 1 115!6 B - 93.( 50 6-9-80 25 156.0 159.5 159.5 7.9 112.9 B 91. 51 27 153.0 157.5 157.5 9.3 111.1 B 90.4 52 23 159.0 167.4 - 167.0 6;4 .107.6 E 53 17 154.8. 158.5 158.5 3.2 109.7 - A 95. 54 16 155.0 :105 160.5 6.6 106.9 E 90. 55 14 156.0 162.5 162.5 7.8 . 114.2 C. 90. 56 6 156.5 157.5 157.5 5.4 115.0 D 92. SUMMARY OF FIELD DENSITY TESTS JOB NO.: Elevations . 9-278 est Lot Z Moist. Dry Den. Soil 0. Date No. Nat. Fin. Cr. Test Field PDF Field Type 1 5-21-80 19 155.5 159.0 155.5 9.2 106.4 A 2 17 154.0 158.5 154.0 15.,6 107.1. A 3 27 155.0 157.5 155.0 13.1 110.3 A 4 5-22-80 l . 158.0 163.5 158.0 6.0 99.6 B 5 " 22 160.0 . 167.0 160.0 7.2 104.9 B 6 25 155.0 159.5 157.5 15.2 113.1 B 7 .18 154.0 157.0 156.2 8.8 117.7 C 8 5-23-80 24 158.0 167.4 159.4 7.4 122.5 C 9 22 Re-Test of #5 . . . 11.4 119.5. B 10 4 154.0 157.0 . 152.3 12.0 121.4 F 11 6 156.0 157.5 156.0 7.1 118.3 ., C 12 20 157.0 161.0 159.0 7.0 117.6 C 13 26 154.0 158.5 156.0 10.1 125.8 14 23 162.0. 167.4 164.0 6.4 119.3 D 13 5-27-80 1 Re-Test-of #4 5.5 108.3 B 16 3 155.0 158.5 . 157.0 . 8.6 107.6 -E 17 4 153.5 157.0 155.0 8.5 121.9 F 18 " 16 158.0 110.5 158.0 13.1 111.9 E 19 14 158.0 162.5 159.5 9.6 123.1 D 20 25 157.0 165.0 .. 160.0 8.2 116.7 D 21 20 158.0 161.0 161.0 6.9 111.8 B 22 1 160.0 163.5 160.0 .7.7 112.1 . B 23 5-28-80 2 157.0 161.0 158.5 . 8.7 122.7 . D 24 . 3 155.0 . 158.5 157.0 16.5 108.2 E 25 5 154.0 157.0 156.0 17.2 109.9 E 26 21 160.0 163.0 162.0 14.4 114.9 D 27 5-29-80 24 158.7 167.4 163.0 9.1 108.6 E 28 23 161.0. 167.4 165.0 6.4 118.4 G 29 22.: 157.0 167.0 164.0 7.7 108.4 E C,7city of Carlsbad This form must be completed by the City, the applicant, and the appropriate school districtsand 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: Permit #: Project Address Assessor's Parcel #: Project Applicant (Owner Name) ECE\'ED 1662 JAMES DR SEP 0 6 2.019 1562111800 CiTY OF CPRLS° jlLD- LJ" COOWNER VIDAURRI DELBERT AND CATHI J Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 FEW Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 Residential Square Feet: New/Additions: Second Dwelling Unit: 548 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 08/19/2019 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. EU San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) EU Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 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. 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: _rs-e! Title: C_ct Date: Cl - CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: -. •••.. . Community & Economi LSB c e9iP°-9 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1760-602-2719 1760-602-8558 fax I building@carlsbadca.gov Pho STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control - Sediment Control ment Co t I BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs 2 0 (I) -D o o D c 0 o E 0 E .2 E .2- 0. . . W Best Management Practice* 0 CL . C) (BMP) Description —> 01 o -o 0 .c 0. Li .o - U) a U) U Ea 0 '- o o toij -'-i o . > Q . toE 0 to z -'-' o - C N C C C U) C.D 0 0 L- 2 a, .2 i_ . o .1-' D --. 0 ,.. D 0 0 a, 0 . 0 .- 0.0 00 0 0 0 0 LL- CASQA Designation —3 o - r &n to N - T 7 9) T 04 7 1 L 9) 9) Construction Activity LiJ W W WCl) Cl) C') Grading/SoilDisturbance - Trenching/Excavation - - - Stockpiling - - - - - - - - - - - - - - - - _. - - - Drilling/Boring - - - --- — Concrete/Asphalt Sawcutting - - [-- - - - - - - - - - - - - - - - - - ?q Concrete Flotwork . - I - - - - - - - - - - - - - - - - - - ' Paving - - - - --- - - - - ConduitVPipe Installation - - - -- - - - - - - - - - - - - - )ç Stucco/Mortar Work - - - - - - - - - - - - - - - - - - - - - - Waste Disposal . - - - - - - - - - - - - - - - - Staging/Lay Down Area --- - Equipment Maintenance and Fueling - - ---- Hazardous Substance Use/Storage -- - - - - - - - - - - - - - - - Dewatering Site Access Across Dirt - Other (list): - - - .....L-- - - - - - - - - - - - - - - - - - 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 INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE 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 PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTEC11ON BEST. MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to during constructioé from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION . PROJECT INFORMATION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO Site Address: \E AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, . Assessor's Parcel Number: COMPLY NTH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION AC11V111ES Emergency Contact: Nt UNTIL THE CONSTRUC11ON WORK IS COMPLETE AND APPROVED . Name:_ BY THE CITY OF\CARL$\AD. 24 Hour Phone: )(O OWNER(S)/oWNER'S AGENT NAME (PRINT) Construction Threat to Storm Water Quality . \( - (Check Box) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) DATE I - MEDIUM D LOW E-29 -. Page 1 of 1 . - REV 11/17