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HomeMy WebLinkAbout1930 CEREUS CT; 150; CBR2019-3093; PermitBuilding Permit Finaled - Residential Permit rcity of Carlsbad Print Date: 09/17/2020 Job Address: 1730 CEREUS CT, # 150, CARLSBAD, CA 92011-5119 Permit Type: BLDG-Residential . Work Class: Single Family Detached Parcel #: 2155022000 Track #: Valuation: $99,110.40 Lot #: Occupancy Group: Project #: DEV2019-0186 #of Dwelling Units: 1 Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Project Title: LEWISTON ADU Description: LEWISTON: 640 SF DETACHED ADU Permit No: CBR2019-3093 Status: Closed - Finaled Applied: 10/31/2019 Issued: 02/11/2020 Finaled Close Out: Inspector: CRenf Final Inspection: 09/17/2020 Applicant: Property Owner: . Contractor: BA WORTHING INC OWNER LEWISTON ANDREA BA WORTHING INC BROOKS WORTHING 1730 CEREUS CT 5145 AVENIDA ENCINAS, # STE I 640 GRAND AVE, # G CARLSBAD, CA 92011-5119 CARLSBAD, CA 92008-4322 CARLSBAD, CA 92008-2365 (760) 729-3965 (760) 729-3965 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $627.50 BUILDING PLAN CHECK FEE (BLDG) . .. . $439.25. ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL . 0 $43.QO GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $52.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $80.00 SB1473 GREEN BUILDING STATE STANDARDS FEE . $4.00 STRONG MOTION-RESIDENTIAL . $12.88 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM . . $55.00 Total Fees: $1,734.63 Total Payments To Date: $1,734.63 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. I Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov RESIDENTIAL (Cityof BUILDING PERMIT Carlsbad APPLICATION B-I Job Address I 1 !20 Ce Suite: ' 570 Plan Check (&2Ofl-c?3 Est. Value f:j; 10-90 Deposit Date I0-31-17 APN: '0Z 2O CT/Project #: Lot #: Fire Sprinklers: yes Air Conditioning: 2Y no BRIEF DESCRIPTION OF WORK: fi6 (p40 Q E J4-,4i O Addition/New: 40 Living SF, Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? No New Fireplace? Yes G if yes how many? E] Remodel: SF of affected area Is the area a conversion or change of use? Yes / No EJ Pool/Spa: SF Additional Gas or Electrical Features? E] Solar: KW, ______ Modules, Mounted: Roof / Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes I No Panel Upgrade: Yes / No 0 Reroof: 0 Plumbing/Mechanical/Electrical Only: Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Name: _241e. id M rç-4 LuIi 4. Address: 5145 AVENIDA ENCINAS, SUITE I Address:tlO CefeAi'7 City: CARLSBAD State:CA Zip: 92008 City: C'((&* State: 1t— Zip: 472' Phone: 760-729-3965 Phone: Email:INFO(THISISBAWINC.COM Email: DESIGN PROFESSIONAL Name: BROOKS WORTHING Address:5145 AVENIDA ENCINAS, SUITE I City: CARLSBAD State:CA Zip: 92008 Phone: 760-729-3965 Email: INFOTHISISBAWINCCOM State License: 392894 CONTRACTOR BUSINESS Name: B.A. WORTHING. INC. Address: 5145 AVENIDA ENCINAS, SUITE I City: CARLSBAD State:CA Zip: 92008 Phone: 760-729-3965 Email: INFOTHISISBAWINC.COM State License: 398764 Bus. License:549200 (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 suance, 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 hapter 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 emption. 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: 760-602-2719 Fax: 760-602-8558 Email: Building@'carlsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: ci 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 4 ork which this permit is issued. 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: CYPRESS I NSU RANCE C0 Policy No. BAWC9 13013 Expiration Date: 1/1/2020 O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to 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: k/2q / Iq (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the folioLingrea n: O I, as owner of the property or my employees with wages as their sole compensation, will doork 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). ci 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: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes ci No 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): .1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address/ phone/ ntractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: 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: 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 ci 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, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 51Y deep and demolition or construction of structures over 3 stones in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 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 erthe work is commenced for a period of 180 days (S n 106.4.4 Uniform ildi de). 10) 1 APPLICANT SIGNATURE: DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-219 Fa4 760-602-8558 Email: Building@ICarlsbadCa.gov, B-I Page 2-f7 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 10/31/2019 Owner: OWNER LEWISTON ANDREA Work Class: Single Family Detached Issue Date: 02/11/2020 Subdivision: CARLSBAD TCT#72-34 UNIT#03 Status: Closed - Finaled Expiration Date: 01/12/2021 Address: 1730 CEREUS CT, # 150 CARLSBAD, CA 92011-5119 IVR Number: 22827 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status ) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 0611112020 0611112020 BLDG-18 Exterior . 130020-2020, Passed Chris Renfro Complete LathlDrywail Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0711612020 07I1612020 BLDG-23 . 132968.2020 Passed Chris Renfro Complete __Gas(TestIepaIrs --. Checklist Item COMMENTS Passed BLDG-Building Deficiency \ Yes 0911712020 0911712020 BLDG-Final Inspection 138629.2020 Passed Chris Renfro Complete ] Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Thursday, September 17, 2020 Page 2 of 2 (7c ityof Building Permit Inspection History Finaled Carlsbad Permit Type: BLDG-Residential Application Date: 10/31/2019 Owner: OWNER LEWISTON ANDREA Work Class: Single Family Detached Issue Date: 02/11/2020 Subdivision: CARLSBAD TCT#72-34 UNIT#03 Status: Closed - Finaled Expiration Date: 01/12/2021 Address: 1730 CEREUS CT, # 150 IVR Number: 22827 CARLSBAD, CA 92011-5119. Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02I26I2020 0212612020 BLDG-SW-Pro-Con 120499.2020 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 0313012020 03130/2020 BLDG-21 123584.2020 Cancelled Chris Renfro Reinspection Incomplete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 03/31/2020 03/3112020 BLDG-21 123614.2020 Partial Pass Chris Renfro Reinspection Incomplete UndergroundlUnderflo or Plumbing Checklist Item . COMMENTS . Passed BLDG-Building Deficiency Partial pass on Underground for ADU. POC Yes to main not complete 04102/2020 04/0212020 BLDG-11 123873.2020 Passed. Chris Renfro Complete FoundationlFtglPiers (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 04/2112020 04121/2020 BLDG-IS RooflReRoof 125213.2020 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/07/2020 05/0712020 BLDG-21 I26789-2020 Passed Chris Renfro Complete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency POC to main line Yes 05120l2020 05/20/2020 BLDG-13 Shear 128213.2020 Passed Chris Renfro Complete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency . . Yes 06102/2020 06102/2020 BLDG-84 Rough 129086.2020 Passed Chris Renfro Complete Comb6(14,24,34,44) Thursday, September 17, 2020 Page 1 of 2 EsGil A SAFEbuittCompany DATE: 02/06/2019 U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-3093 SET: II PROJECT ADDRESS: 1730 Cereus Ct. PROJECT NAME: Lewiston ADU 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 11=1 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. E The applicant's copy of the check list has been sent to: Brooks Worthing EsGil staff did not advise the applicant that the plan check has been completed. E EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Brooks Worthing Telephone #: 760 729-3965 Date contacted: t)-O (bcJ1 ) Email: info@thisisbawinc.com Mail Telephone Fax In Person REMARKS: Please revise red-cloulded flow rate under Green building standards no s on sheet I of any additional copies at the City. By: Ryan Murphy (for T.F.) Enclosures: EsGil 01/13/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuiLt'Company DATE: 11/20/19 JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-3093 SET: I PROJECT ADDRESS: 1730 Cereus Ct. PROJECT NAME: Lewiston ADU O APPLICANT o 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. 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: Brooks Worthing Fj 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: Brooks Worthing Telephone #: 760 729-3965 Date contacted: (by: ) Email: info@thisisbawinc.com Mail Telephone Fax In Person LI REMARKS: By: Tamara Fischer Enclosures: EsGil 1/4/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBR20 19-3093 11/20/19 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2019-3093 JURISDICTION: Carlsbad PROJECT ADDRESS: 1730 Cereus Ct. FLOOR AREA: 640 sq ft ADU STORIES: 1 HEIGHT: 12'Approx REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 11/20/19 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/4/19 PLAN REVIEWER: Tamara Fischer 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 19-3093 11/20/19 1. 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: 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. 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. Project Data states this is an R4 occupancy. An R4 is a care facility. The plans and application state ADU and this does not look like a care facility. Please clarify. If it is an R4, additional corrections will apply. 4. Project Data states "Sprinklers: No." If the existing house does not have fire sprinklers, please clearly state this. The ADU is required to be sprinklered if the existing house is sprinklered. Section R313.2. 5. Specify that the smoke alarm in the Living area is to be a photoelectric alarm because of its proximity to the range. Section R314.3.3. 6. When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. Section R314. 7. Please specify that the bathroom window is to be safety glazed. Section R308.4: 8. The City of Carlsbad requires a soil report for this project. 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. If the report is more than 3 years old or exceeds the time limit stated in the report, please provide an update letter. CONTINUED Carlsbad CBR20 19-3093 11/20/19 9. If soils engineer recommended that he/she review the foundation excavations, note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and C) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 10. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 11. Specify the slope (le 2:1) and total height of the hill behind the ADU. Section R403.1.7 requires that the foundations be setback a minimum of half the vertical height of the slope or 15", whichever is greater. Please be aware, that if the ADU is moved closer to the main house so as to be less than 10' away from it, additional corrections will apply. 12. Please revise detail H3 to show that the brace supports the beam near its outside end (the 2'6" length shown is too short) and that the brace has full bearing on the beam and post, is at no more than a 45% angle from vertical, and has 2 bolts at the top and bottom. 13. Specify the size of the ridge beam and rafters at front porch. 14. A gas dryer cannot be located in a bedroom or bathroom. 15. Show how makeup air will be provided for the washer and dryer enclosure. The code requires an opening with a minimum of 100 square inches of makeup air (can be louvered door). CIVIC 504.4.1. 16. Please specify the Amperage of the existing electrical service. 17. ADU's being fed from the main house require electrical load calculations per CEC 220.83 to justify existing electrical service size is adequate. 18. Provide feeder design and building ground electrode system design for the ADU. 19. Dimension on the plans the 30" clear width required for the water closet space. 20. Please revise Green Code notes to indicate 1.8 GPM max for shower heads per current requirements. CONTINUED Carlsbad CBR20 19-3093 11/20/19 Please complete the Carlsbad construction Waste Management form. httøs://www.carlsbadca .gov/civicax/filebanklblobdload .aspx?Blobl 0=34404 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 heater when the valves are closed. ES 110.3 Per City ordinance, for the following types of projects, a minimum of one "EVSE (Electric Vehicle Supply Equipment) ready space" shall be installed: New one- and two-family dwellings Townhouse style with attached garages Major residential renovations (defined as renovations/additions having a valuation of $60,000 or more) - Any project with an electrical service upgrade (including upgrades for PV installation) The "EVSE ready space" shall have the following: Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location. Major exceptions: 1. ADU's without additional parking are exempted. 2. Renovations that do not include an electrical upgrade do not require the panel capability or the 40A breaker. Check with the City for complete information. MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes C3 . No C3 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. Carlsbad CBR20 19-3093 11/20/19 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBR2019-3093 PREPARED BY: Tamara Fischer DATE: 11/20/19 BUILDING ADDRESS: 1730 Cereus Ct. BUILDING OCCUPANCY: R3 BUILDING POR11ON AREA (Sq. Ft) Vakiahon Multiplier Reg. Mod. VALUE ($) ADU 640 141.76 90,726 Air Conditioning Fire Sprinklers TOTAL VALUE 90,726 Jurisdiction Code 1cb 1 By Ordinance 1997 UBC Building Permit Fee fJ 1997 UBC Plan Check Fee N Type of Review: [ZI Complete Review U Structural Only C:] Repebdve Fee Other Repeats Hourly Hr. @ EsGil Fee * ("T31) Comments: Sheet 1 of 1 Fr, PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Accessory Dwelling Unit Client Dave & Andrea Lewiston 1730 Cereus Court Carlsbad, CA 92011 Project Lewiston Residence 1730 Cereus Court Carlsba 11 cr- C; 0571e2 0 C10- Paul S.tiItion RCE C57182, exp. 12/31/19 November 27, 2019 PCSD File #: 19480 0 IC) QO DQ N Co L() - LO IH N (0 00 CI) . 0 H Z 0 0 N Paul Christenson San Diego Engineering 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: pauipcsd@gmail.com 1.0 Design Criteria: Lewiston Residence 19-480 Code: 2016 California Building Code - ASCE 7-10 Timber: Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " Posts & Beams: DF-L #1 Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DFIDF) Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood i-Joists: TM 110,210,230,360,560 iCC ESR-1 153 LVL, PSL 1.9E Microllam, 2.OE Parallam ICBO ER-4979 Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: ft = 2500 psi Grade Beams: ft = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Mm. f'm = 1800 psi @28 days. Grout: Coarse Grout WI 3/8" Max. Aggregate per ASTM C476-91, Mm. f'm = 2000 psi @28 days. Reinforcing Steel: #4 & Larger: ASTM A615-60 (Fy =60 ksi) #3 & Smaller: ASTM A615-40 (Fy =40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels. ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botls & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1500 psf Bearing Pressure References: PM.tthtnu.. S&SflL.D If tGitwcui 7a 4o elf elf 3529 Coastview Ct - Carlsbad, CA 92010 JOB 19-480 SHEET NO OF_________ CALCULATED BY PSC DATE11/27/19 CHECK BY DATE SCALE 2.0 LOAD LIST 2.1 Roof (Vaulted Roofing 6.0 psf 15/32" Sheathing 2.0 psf Roof Framing 2.8 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.4 psf DL = 15.0 psf ILL = 20.0 psf Total Load = 35.0 psf 2.2 Roof (w/ ceilin Roofing 6.0 psf 15/32" Sheathing 2.0 psf Roof Framing 2.8 psf Insulation and Misc. 1.2 psf ZDL = 12.0 psf LL = 20.0 psf Total Load = 32.0 psf 2.3 Ceiling Ceiling Joists 1.3 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf OL 6.0 psf I .,.= 10.0 psf Total Load = 16.0 psf 2.4 Walls Exterior Wall 7/8" Stucco 9.0 psf 15/32" Sheathing 1.5 psf 2x4 Studs © 16" o.c. 1. 1 psf 5/8" Gypsum Bd. 2.8 psf Misc. 0.6 psf ZDL 15.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 4.6 psf 2x4 Studs @ 16" o.c. 1.1 psf Misc. 2.3 psf DL 8.o psf 2.6 Wind WIND PARAMETERS Basic Wind Speed = 110 mph Exposure Cat = B A = 1.00 (fig. 28.6.1- Ps30= 26.6 psf (fig. 28.6-1) Kzt= 1.00 (fig. 26.8-1) 1= 1.0 (table 11.5-1) T. C * (hj75= 0.152 Ta <(0.8)Ts, OK Ts = 501/S0s. 0.438 k= 1.0 Ta<0.5 Seismic Design Category: D S1 <0.75 (11.6 ASCE 7-05) S'>0.04 (11.4.1 ASCE 7-05) Ss >015 USGS APPLICATION S= 1.071 S1 = 0.414 F5= 1.07 F= 1.59 R= 6.5 1= 1.00 h= 15.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY Ps = AKzt*l*Ps30 (ASCE 7-10 - Equation 28.6-I) P = 26.6 psf P = 16.0 psf (*0.6 ASD) 2.7 Seismic SMS = F.S. SMS = 1.148 SD5 =(2I3)S (11.4-3) 5os = 0.765 Ss (Rfl) Cs 0.118 USE: V= CSWDL Equation 12.8-I Applies V= 0.118 WDL C40, aw Z)VcO 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.pcsdl JOB 19-480 SHEET NO OF_________ CALCULATED BY PSC DATE 11/27/19 CHECK BY DATE SCALE 2.0 LOAD LIST tWNTIN) 2.5 Floor Floor Cover 5.5 psf Sheathing 2.3 psf 2xF.J. 3.1 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.3 psf EDL- 15.0 psf ILL = 40.0 psf (60.0 psf- Decks) Total Load = 55.0 psf ASD BASE SHEAR -CSWDL VMD- 14 VASD= 0.084 WDL 11127I201.9 U.S. Seismic Design Maps OSHPD Lewiston 1730 Cereus Ct, Carlsbad,CA 92011, USA Latitude, Longitude: 33.1001413, -117.27117090000002 1 Cannas t rn 3 : -T010 Ze Rogul & Associates 0, - Google BIueLStIeId of California - -Id tIMap data ©2019 1Date . . 11127/2019. 10:22:27 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D- Stiff Soil ......... Type Value Description !SS 1.071 MCER ground motion. (rot 0.2 second period) S1 0.414 MCER ground motion. (rot 1.0s period) SMS 1.148 Site-modified spectral acceleration value SMI 0.656 Site-modified spectral acceleration value SOS 765 Numeric seismic design value at 02 second SA 0.437 Numeric seismic design value at 1.0 second SA [Type Value Description SOC 0'Seismic design category . . Fa 1.072 Site amplification factor at 0.2 second Fv 1.586 Site amplification facto at 1.0 second• PGA 0.419 MCE0 peak ground acceleration . FPGA 1.081 Site amplification factor at PGA PGAM 0.453 Site modified peak ground acceleration T1 8 Long-period transition period in seconds SsRT 1.071 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.115 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) SIRT 0.414 Probabilistic risk-targeted ground motion. (1.0 second) SIUH 0.407 Factored uniform-hazard (2% probability of exceedance In 50 years) spectral acceleration. SID 0.6 Factored deterministic acceleration value. (1.0 second) PGM 0.538 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.961 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 I FORT EtAIJ MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 PASSED qJ " S4 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) 1283 @2' 7656(3.50') Passed (17%) - 1.00 + 1.0 Lr (All Spans) Shear (Ibs) 991 @9' 2888 Passed (34%) 1.25 1.00 + 1.0 Lr (All Spans) Moment (Ft-Ibs) 1904 @33 1/2' 2151 Passed (89%) 125 1.0 D + 1.0 Lr (All Spans) Live Load Dell. (In) 0.097 @ Y3 1/2' 0.313 Passed (11771) 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (in) 0.172 @33 1/2' 0.417 Passed (L/435) I - 1.0 D + 1.0 Lr (All Spans) Deflection a1la: U. (1J240) and TL (11180). Top Edge Bradng (Lu): Top compression edge must be braced at 6 7' 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6'?' 0/c unless detaIled otherwise. Applicable calculations are based on kiDS. 011-11 -..•... . :,.. ..ç...,,,, .t iratal Avallabl RaQuwed, ...•. BlC6 TOaY CeeeOI$e ç :asu t, _•..,..., 1 - Column OF 3.50' 3.50 1.50' 559 724 1283 .. Blocicing 2-Column- OF 3.50' 350' 1.50" 559 fl4 1283 Blocking Blocking Panels are assumed to cony no loads applied directly above them and the fUll load Is applied to the member being designed. Vflltica, LoadsS : (O9O)' (flofliDW ,135Y càMrnanta t' 0-Self Weight (PI.F) 0 to 61 7" ol.tIdc)__iI1utIyWldd5 N/A 4.9 - 1 - Uniform (PSF) 0 to 6 7" (Front.) 11' 15.0 20.0 Default Load System : Roof Member TWe: Drop Beam Building Use: Residential &dldft,g Code : EeC 2015 Design Methodology: ASD Member P15th : 0/12 Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser espressly disdeims any other warranties related to the software. Use of this software is not intended to drwmvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, bulkier or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable, forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current cede evaluation reports, Weyerhaeuser product literature and Installation details refer to eww.weyeftaeuser.com/woodproducdoojment-l1brary. The product application, Input design loads, dimensions and support Information have been provided by FottaWEB Software Operator A SURAINABLE FORESM INMATFVE Weyerhaeuser FcstaWEB Software Operator 3ob Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcod@gmall.com 11/30/2019 8:08:51 PM LITC ForteWEB v2.1, Engine: W.3.2.309, Data: W.20.2 File Name: Lewiston Page 1 / 1 xbrelan I. 3529 Coastview Ct - Carlsbad, CA 92010 " Telephone (760) 207-1885 -Email: paul.pcsd JOB 19-480 SHEET NO r OF_________ CALCULATED BY PSC DATE 11/27/19 CHECK BY DATE SCALE 5.0 Lateral Design & Analysis Wind: P = A Kit I PS3O (S7.il)I28.6.I) Seismic: V = CSWDL (CBC Equation 12.8.1) 1= 1.00 (fig. 28.6-1) S 1.071 S1 = 0.414 K.Zt = 1.0 (fi26.9.1) F.= 1.1 F = 1.6 PS30 = 26.6 psf (fig. 286-1) R = 6.50 I = 1.00 I = 1.0 (table 11.5.1) V = 0.084 * Wt* p (P - Redundancy) 1st Story 2nd Story not satisfied not satisfied #REF! satisfied 1 1 P = 16.0 psf Criteria Each Story Resists> 35% Base Shear Wind Loads Any Shear Wall WI (hll)>1.0 is c 33% Story Force: P = 16.0 psfx 1db Area p = Roof Level Direction: N/S = 16.0 psf x 235 sq. ft. = 3751 lbs. Direction: El W = 16.0 psf x 141 sq. ft. = 2250 lbs. Roof Weight Roof Wt. = 15.0 psf x 858 sq. ft. = 12870 lbs. Exterior Wall Wt = 15.0 psf x 365 sq. ft. = 5475 lbs. Interior Wall Wt = 8.0 psf x 266 sq. ft. = 2128 lbs. Ceiling Wt = 6.0 psf x 638 sq. ft. = 3828 lbs. Total Trib. WR = 24301 lbs. Total Seismic Dead Load: Wt = 24301 lbs. ASD Base Shear: V = 0.084 * Wt = 2044 lbs. JOB 19-480 P*id cst.Diw 4iyineeri wl 3529 Coastview Ct - Carlsbad, CA 92010 SHEET NO (P OF_________ CALCULATED BY PSC DATE 11/27/19 CHECK BY DATE SCALE Telephone (760) 207-1885 - Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis - 1st Story Shear Wafts -- i_ - r 1 1 1 :t:i:b:±i:I:U j±f ±t1: LLI:Li:t F:Ld:I:LI:jH:t:t W: -H-H-H- -i-t-- t-•f+t-ftf-+'HH --t--t- 111tft4 !t+i ttt -1-ti t1tiii -R±tmi-t- - ———-- _i-{f4--1-[...-.'-- t _I__i_i_i__i.__t_f_ --) i 1il:t i1 LL:LI±Lt1EtEt41: 1 if—f -4 ---i----H--t--f-f-- I . . L -f -4--+-4 --. }.• !' -. N/S E/W Gridlinc 1 2 3 Length of Shearwalls Total Wall Ht. 8 8 8 Type S S S FAI(SE FA1E FA1çSE F4SE FAE Gridlinc A B Length of Shearwalls Total Wall Ht. 8 8 Type S S 0 # /01 #D /0! # VIOl #DIV 0.0 #DI /0! 3 7 9.5 12 4 16 6 11 17.0 16 16 46 9.5 0 0.0 0 0.0 0.0 0.0 flo 0.0 0.0 V4/..ieaww )' 2ethj 3529 Coastview Ct - Carlsbad, CA 92010 ?*W.i.n 5iu P.eq U eiepnone (IOU) U(-1O*D - tmaui: pauu.pcsagmaH.com JOB 19-480 SHEET NO • OF________ CALCULATED BY PSC DATE 11/27/19 CHECK BY DATE SCALE 5.1 Lateral Design & Analysis (cont.) Gridline (1') , 22 % ( 3751 x 0.22 = 825 # 825 lbs. V =9.5 ft. 87 plf OTF = 695 lbs. •. HDU2 Gridline (7) 50 % ( 3751 x 0.50 = 1875 #) 1875 IN V = 17 ft. = 110 plf A OTF = 882.5 lbs. HDU2 Gridline (?) 28 % ( 3751 x 0.28 = 1050 #) 1050 lbs V = 9.5 ft. 111 plf OTF = 884 lbs. • HDU2 JOB 19-480 SHEET NO OF________ CALCULATED BY PSC DATE 11/27/19 CHECK BY DATE SCALE - Telephone (760) 207-1885 - Email: pauI.pcsdgmail.com 5.1 Lateral Design & Analysis (cont.) Gridline (TZ') , 50 % ( 2250 x 0.50 = 1125 #) 1125 lbs. /\ V 16 ft. = 70 plf OTF = 562.6 lbs. 13DU2 (oc,.U.4 Gridline 50 % ( 2250 x 0.50 = 1125 #) 1125 lbs. V = 20 ft. = 56 plf OTF = 450.1 lbs. 14OZ CO*t, Iz fti.teAfww 1an fO )# 3529 Coastview Ct - Carlsbad, CA 92010 PM,l Gkit.w. if V1',*,7ow Yaa 4j'o MIT I Zor Are 3529 Coastview Ct - Carlsbad, CA 92010 PawS tg,,jO, S,.Dita, - eiepnone (lbU) 201-1 b - man: 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w= 1125 plf JOB 19-480 SHEET NO OF________ CALCULATED BY PSC DATE 11/27/19 CHECK BY DATE SCALE ASBP = 1500 psf width = 1125 plf = 0.75 ft (MIN.) => 9 INCHES (MN.) 1500 psf USE 12 "WIDE CONTIN. FTG WI 2- # 4 TOP AND BOTTOM & EMBED. 12 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING -A-H 2(D46) P 1 = isoo * 12 * 36 12 12 P011 = 4500 lbs 22-0-0 Al Al o -a < !.. e+ m --r CL ' - 5• . -qq - IA 9 j :T ai CL tD THIS IS A TRUSS PLACEMENT DIAGRAM ONLY B.A. Worthing, I Z ó. -. 2 a- I c . Lewston Residence DATE: 10108119 IFILENAME: I-A.tdILvout DATE- BY: REVISION: fAI1ffi! LUNIBE & TRuSS Z,019tm,3CR:5 Simpson Strong-Tie Company, Inc. TRUSS DESIGN DRAWINGS & DETAILS 5956W. Las Positas Blvd. Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Aloha Lumber and Truss, Inc. Lewstori Residence 10/8/2019 12:05 PM 95576 Notes: The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Truss Manufacturer. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each individual design. It is the Building Designer's responsibility to review the trusadesign drawings to insure compatibility with the Building design, Refer to all notes on the individual truss design drawings. 3 Truss Design Drawing(s): 1-Al: SID 566129 2-A2: SID 566130 3-A3: SID 566131 Component SolutionsTM Important Information & General Notes General Notes Each Truss Design Drawing (TDD) provided with this sheet has been prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet, and for the definitions of all capitalized terms referenced in this document. TDDs should not be assumed to be to scale. The Contractor and Building Designer shall review and approve the Truss Submittal Package. The suitability and use of the component depicted on the TDD for any particular building design is the responsibility of the Building Designer. S. The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift, gravity and lateral loads, and for all Truss-to-Structural Element connections except Truss-to-Truss connections. The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. Unless specifically stated otherwise, each Design assumes trusses willl be adequately protected from the environment and will not be used in corrosive environments unless protected using an approved method. This includes not being used in locations where the sustained temperature is greater than 150"F. S. Trusses are designed to carry loads within their plane. Any out-of- plane loads must be resisted by the Permanent Building Stability Bracing. Design dead loads must account for all materials, including self-weight. The TDD notes will indicate the mm. pitch above which the dead loads are automatically increased for pitch effects. Trusses installed with roof slopes less than 0.25/12 may experience (but are not designed for) ponding. The Building Designer must ensure that adequate drainage is provided to prevent ponding. Camber is a non-structural consideration and is the responsibility of truss fabricator. Handling, Installing, Restraint & Bracing The Contractor is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of lob-specific details, refer to BCSI. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the Owner shall contract with any Registered Design Professional for the design and inspection of the temporary and permanent truss restraint and bracing. Simpson Strong-Tie is not responsible for providing these services. Trusses require permanent lateral restraint to be applied to chords and certain web members (when indicated) at the locations or intervals indicated on the TDD. Web restraints are to be located at mid points, or third points of the member and chord purlins are not to exceed the spacing specified by the TDD. Chords shown without bracing indicated are assumed to be continuously braced by sheathing or drywall. Permanent lateral restraint shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSI-133 or BCSI-137, supplemental bracing details referenced on the TDD, or as specified in a project-specific truss permanent bracing plan provided by the Building Designer. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom chords (see BCSI-133). Do not cut, drill, trim, or otherwise alter truss members or plates without prior written approval of an engineer, unless specifically noted on the TDD. Piggyback assemblies shall be braced as per BCSI-133 unless otherwise specified in the Construction Documents. For floor trusses, when specified, Strongbacking shall be installed per BCSI-137 unless otherwise specified in the Construction Documents. Symbols and Nomenclature 5x7 Plate size; the first digit is the plate width (perp. to the slots) and the second digit is the plate length (parallel to the slots). 5x7-18 -18, -18S5, or -18S6 following the plate size indicates different 18 gauge plate types. These symbols following the plate size indicate the direction of II = '' * the plate length (and tooth slots) for square and nearly square plates. 10-3-14 Dimensions are shown in feet-inches-sixteenths (for this example, the dimension is 10-3 14/16"). I Joints are numbered left to right, first along the top chord and 2 then along the bottom chord. Mid-panel splice joint numbers are not shown on the drawing. Members are identified using their end joint numbers (e.g., TC 2-3). X When this symbol is shown, permanent lateral restraint is required. Lateral restraint may be applied to either edge of the member. See Note 3 under Handling, Installing, Restraint & Bracing for more information. Bearing supports (wall, beam, etc.), locations at which the trussisrequired to have full bearing. Minimum required bearing width for the given reactions are reported on the TDD. r-e Required bearing widths are based on the truss material and indicated PSI of the support material. The Building Designer is responsible for verifying that the capacity of the support material exceeds the indicated PSI, and for all other bearing design considerations. Truss-to-Truss or Truss-to-Structural Element connection, which require a hanger or other structural connection (e.g., I3 toe-nail) that has adequate capacity to resist the maximum reactions specified in the Reaction Summary. Structural connection type is not limited by type shown on TDD. Toe- nails may be used where hanger type shown where allowed by detail or other connection design information. Design of the Structural Element and the connection of the Truss to a Structural Element is by others. Note: These symbols are for graphical interpretation only; they are not intended to give any indication of the geometry requirements of the actual item that is represented. Materials and Fabrication Design assumes truss is manufactured in accordance with the TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more restrictive criteria are part of the contract specifications. Unless specifically stated, lumber shall not exceed 19% moisture content at time of fabrication or in service. Design is not applicable for use with fire retardant, preservative treated or green lumber unless specifically stated on the TDD. Plate type, size, orientation and location indicated are based on the specified design parameters. Larger plate sizes may be substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall be embedded within ANSI/TPI 1 tolerances on both faces of the truss at each joint, unless noted otherwise. Truss plates shall be centered on the joint unless otherwise specified. Referenced Standards ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood Truss Construction, a Truss Plate Institute publication (www.tpinst.org). BCSI: Guide to Good Practice for Handling, Installing, Restraining & Bracing Metal Plate Connected Wood Trusses, a joint publication of the Truss Plate Institute (www.tpinst.org ) and the Structural Building Components Association (www.sbcindustry.com ). DSB-89 Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, a Truss Plate Institute publication (www.tpinst.org). NDS: National Design Specification for Wood Construction published by American Forest & Paper Association and American Wood Council. ESR-2762 Simpson Strong-Tie® AS Truss Plates are covered under ESR-2762 published by the International Code Council Evaluation Service (www.icc-es.org ). TD-GEN-0003A 5/2019 Project Name: Lewston Residence Qty: 2 Truss: Al Customer B.A. Worthing, Inc. SID: 0000566129 TiD: 95576 Date: 10109119 Truss Mfr. Contact: SL Page: 1 of 1 .2-0-14. 6-2-2 4-9-14 4-9-14 6-2-2 2-0-14 ' 6-2-2 11-0-0 15-9-14 22-0-0 1 2 3 4 5 6 7 j r WPM4/12 -4/12 T0 I-Il Do Not Notch Do Not Notch II II be I I I 3-15 II 3-15 ' I 5-7-12 Typical plate: 1.50 1644 6-2-2 4-9-14 4-9-14 6-2-2 I I I I I 6-2-2 11-0-0 15-9-14 22-0-0 1 8 9 10 11 12 13 14 7 1. 22-0-0 1. Plates -- Simpson Strong-Tie 20 ga (ASZO) or 18 go (AS18HS, A518S5. or AS18S6) indicated by -18' Code/Design: CBC-2016/TPI-2014 Snow Load Spec- ----------- Load Spec Additional Design Check------- PSF Live Dead Our Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) - 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: I - 29.0 ft B - 22.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 PIt 1.25 1.60 N/A Thermal Condition: All Others(l.0) M.R.H(It) - 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No -Wind Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf I: TC = 9.0 BC 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes Feb Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW ON Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL 1/360 L/999(-0.01) 1- 8 Webs 2x4 DFL #2 1 01-12 513 26 03-08 00-09 DFL 625 Vert DL 1/180 L/999(-0.01) 1- 8 Other 2x4 DFL #2 7 21-10-04 513 30 03-08 00-09 DFL 625 Vert CR 1/240 L/999(-0.02) 1- 8 Reactions not shown: down < 400 and up < 150 Horz IL 0.75in ( 0.07) @Jt 7 Member Forces Summary ---- Reaction Summary (plf) Horz CR 1.25in C 0.09) @Jt 7 .Mem... Ten Comp .CSI. Jnt-Jnt React -Up- --Width- 1- 11 84 0 10-08-08 Vert CR and Hero CR are the vertical and TC OH- 1 91 0 0.62 6 15 0.04 1- 2 11- 7 55 0 10-08-08 horizontal deflections due to live load 2 67 33 0.05 Max Horiz - -39 / +39 at Joint i plus the creep component of deflection 3 105 24 0.39 due to dead load, computed as Def I_LI + (Ncr - 1) x Defl_DL in accordance with 4 94 122 0.39 Loads Summary wSI/TpI 1. 5 96 122 0.39 6 105 24 0.39 This truss has been designed for the effects of an unbalanced top chord 7 6 15 0.04 live load occurring at (11-00-00) using a 1.00 Full and 0.00 Reduced 6- 7 67 33 0.05 load factor. Bracing Data Summary 7-OH 91 0 0.62 See Loadcase Report for loading combinations and additional details. ---------Bracing Oat------------- Chords; continuous except where shown BC 1- 8 47 29 0.20 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 7-14 46 29 0.20 Tooth-Holding reduction factors applied:Green Lumber 8- 9 51 71 0.19 9-10 50 59 0.07 Plate offsets (X, Y): 10-11 50 61 0.08 Notes (None unless indicated below) 11-12 47 61 0.08 12-13 47 59 0.07 Gable webs are attached with mm. 1x3 20 ga.plates. The max.rake Jnt5(-01-09,00-14), Jnt3(01-03,00-121, Jnt4 (0,01-00). jntll(O.-00-12) 13-14 46 71 0.19 overhang - 1/2 the truss spacing. If this truss is exposed to wind Web 3- 9 12 56 0.00 loads perpendicular to the plane of the truss, it must be braced 3-11 66 0 0.01 according to a standard detail matching the wind criteria shown, or 4-11 106 300 0.03 according to the Construction Documents and/or BCSI - B3. 5-11 66 0 0.01 Designed for green lumber that will be seasoned by time of 5-13 12 56 0.00 installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size diaphragm loads those requirement to transfer unblocked across joints. H. ,4?)' A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5' deep x 3.5' wide at 24" o.c. max. rn for outlookers. Do not notch in the heel areas marked or anywhere C8555 there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 Be.plates, u.n.o. CIVI 10/8/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by i Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information sot forth by the Building Designer. A seal on this drawing Indicates Truce Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2019.1.1.13 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc In accordance with ESR.2762. All connector Ifs J". Helpdeak: 1-866-252-8606 plates are 20 gauge, unless the specified plate size Is followed by a .18 which indicates an 18 gauge plate, or "SI 18', which indicates a high tension 18 gauge plate. - CSHelp@strongti.com Material Summary TC 2x4 DFL #2 BC 2x4 DFL 42 Webs 2x4 DFL #2 Member Forces Summary .Here... Ten Camp .CSI. TC OH- 1 91 0 0.62 2 580 3865 0.60 3 450 2880 0.58 4 438 2880 0.58 5 592 3865 0.60 5-011 91 0 0.62 BC 1- 6 3661 459 0.79 8 3661 485 0.79 7 3670 463 0.80 8 3670 488 0.80 Web 2- 6 201 0 0.03 7 222 992 0.36 7 1420 111 0.25 7 220 992 0.36 4- B 201 0 0.03 Project Name: Lewston Residence Qty: 13 Truss: A2 Customer: B.A. Worthing, Inc. SID: 0000566130 .TID: 95576 Date: 10/08119 Truss Mfr. Contact SL Page: 1 of 1 2-0-14 6-2-2 4-9-14 4-9-14 6-2-2 2-0-14 6-2-2 11-0-0 15-9-14 22-0-0 ' 1 2 3 4 5 4/12 4x6 -4/12 3xg 5x8 II II 'I 3-15 _' O~ 5x4 1. 5x4 3.5 6-2-2 4-9-14 4-9-14 6-2-2 6-2-2 11-0-0 15-9-14 22-0-0 1 6 7 8 5 22-0-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (ASlBHS, A51855, or AS18S6) indicated by -18' 3-15 ' Code/Design: CBC-2016/TPI-2014 PSF Live Dead our Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 45.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Ncr) - 2.0 ON Soffit Load: 2.0 psf Snow Load Specs ----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ---------- ASCE7-10 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 29.0 ft B - 22.0 ft M.R.H(h) - 15.0 ft Xzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 9.0 BC = 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Reaction Summary Reaction Summary (Lbs) ---------------- ,Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 1150 0 03-08 01-04 DFL 625 5 21-10-04 1150 0 03-08 01-04 DFL 625 Max Horiz -36 / +36 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 111-00-001 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/838(-0.31) 7- 8 Vert DL L/180 L/641(-0.40) 7- 8 Vert CR L/240 L/363(-0.71) 7 8 Horz LL 0.751n ( 0.17) 8Jt 5 Horz CR 1.25in ( 0.40) @Jt 5 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Deflj.L + (Ncr - 1) x DefiDL in accordance with AWSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jntl(-00-06.-00-02), Jn1:5100-06,-00-02), Jnt7t0,-00-121 10/8/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this Individual buss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the thins component design shown. See the cover page and the important information & General Notes page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company. Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed bye 48' which indicates an 18 gauge plate, or ff 18, which indicates a high tension 18 gauge plate. t1I1Is)I Component Solutions Truss Studio V 2019.1.1.13 Helpdesk: 1-866-252-8606 IfAe) CSHelp#strongtie . corn 4/12 3x5 -4/12 3-15 ' 3.5" 3.5- '-I If Project Name: Lewston Residence Oty: I . Truss: A3 Customer: B.A. Worthing, Inc. SID: 0000566131 TID: 95576 Date: 10/08/19 Truss Mfr. Contact: SL Page: 1 of 1 2-0-14 6-2-2 4-9-14 4-9-14 6-2-2 2-0-14 6-2-2 - 11-0-0 - 15-9-14 - 22-0-0 Typical plate: l.5x4 6-2-2 4-9-14 4-9-14 6-2-2 6-2-2 11-0-0 ' 15-9-14 22-0-0 1 6 7 8 9 10 11 12 13 14 5 22-0-0 Plates -- Simpson Strong-Tie 20 ga (A520) or 18 ga (AS18HS, ASl8S5. or AS18S6) indicated by -18' Code/Design: CBC-2016/TPI-2014 PSF Live Dead Dur Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 45.0 PIt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Feb Tolerance: 20% Creep (Kcr) - 2.0 ON Soffit Load: 2.0 paf Snow Load Specs----------- ASCS7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(l.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ---------- ASCE7-10 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 29.0 ft B - 22.0 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 9.0 BC 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridNW Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf SC Limited Storage: Yes 200 lb SC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb IC Safe Load: No Unbalanced TCLL: Yes Material Summary IC 2x4 DFL #2 BC 2x4 DFL #2 Webs 2x4 DFL #2 Member Forces Summary .Mem... Ten Comp .CSI. TC OH- 1 91 0 0.62 1- 2 89 116 0.35 2- 3 93 132 0.36 3- 4 96 132 0.36 4- 5 97 116 0.35 5-011 91 0 0.62 BC 1- 6 76 0 0.23 5-14 76 0 0.23 6-7 59 0 0.12 7- 8 60 0. 0.06 8- 9 61 0 0.07 9-10 60 0 0.08 10-11 60 0 0.08 11-12 61 0 0.07 12-13 60 0 0.06 13-14 59 0 0.12 Web 2- 8 152 390 0.04 2-10 66 24 0.01 3-10 101 290 0.03 4-10 68 24 0.01 4-12 154 390 0.04 Reaction Summary Reaction Summary(Lbs) ---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 574 47 03-08 00-10 DFL 625 5 21-10-04 574 52 03-08 00-10 DFL 625 8 6-02-02 435 28 10-08-08 12 15-09-14 435 28 10-08-08 Reactions not shown: down < 400 and up < 150 Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 10 45 0 10-08-08 (reduced) 10- 5 16 0 10-08-08 (reduced) Max Horiz - -36 / +36 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 111-00-001 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang - 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI - 83. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.01) 1- 6 Vert DL L/180 L/999(-0.00) 1- 6 Vert CR L/240 L/999(-0.01) 1- 6 Harz LL 0.75in 1 0.06) 8Jt 5 Harz CR 1.25in 1 0.08) 8Jt 5 Vert CR and Hors CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) jntl(-02-07,-00-13), Jnt5(02-07.-00-13), Jntl0(0,-00-12) 10/8/2019 NOTICE Acopy of this design shall be furnished to the erection contractor. The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing Indicates I1IA I ]i• Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the important Information & General 2019.1.1.13 Notes page for additional information. AD connector plates shall be manufactured by Simpson Strong-Tie Company. Inc in accordance with ESR-2762.Aii connector L'ilvisJiLtj Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a -18 which indicates an 18 gauge plate, or S# 18, which indicates a high tension 18 gauge plate. CSHelp@strangtia.com RECORD Copy EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 TEL 619 258-7901 City of Carlsbad APR 022020 BUILDING DIVISION Dave & Andrea Lewiston March 25, 2020 1730 Cereus Court Project No. 19-1127E6 Carlsbad, California 92009 Subject: Footing Excavation Observations for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, California 92009 References: 1. "Report of Fill Compaction Tests for Proposed Accessory Dwelling Unit, 1730 Cereus Court, Carlsbad, California 92009", Project No. 19-1127E6, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 18, 2020: 2. "GeotechnicaL Investigation for Proposed Accessory Dwelling Unit, 1730 Cereus Court, Carlsbad, California 92009", Project No. 19-1127E6, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 3, 2020. Dear Mr. & Mrs. Lewiston:' In accordance with your request, we have observed the footing excavations for the proposed aqccessory dwelling unit at the subject site. The footings have been excavated to the proper depth and width into competent compacted fill soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 2). If we can be of further assistance, please do not hesitate to contact our office. Respectfully Submitted, X14rk/fOI, MartinR. Owen., PE, GE Geotechnical Engineer RECORD COPY EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. (619) 258-7901 Dave & Andrea Lewiston 1730 Cereus Court Carlsbad, California 92009 City of Carlsbad APR 02 2020 BUILDINQ DIVISION March 18, 2020 Project No. 19-1127E6 Subject: Report of Fill Compaction Tests for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, California 92009 Reference: "Geotechnical lnvc.stigation for Proposed Accessory Dwelling Unit, 1730 Cercus Court, Carlsbad, California 92009", Project No. 19-1127E6, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 3, 2020. Dear Mr. & Mrs. Lewiston: This report presents the results of fill compaction tests performed on the building pad for the proposed accessory dwelling unit at the subject site. Site grading was conducted between March 5 and 9, 2020 under the observation and testing of a- representative of East County Soil Consultation & Engineering Inc. The surface soils within the building areas and to a distance of at least 5 feet outside building limits were removed and replaced with compacted fill soils to a minimum depth of a 2 feet in accordance with the referenced geotechnical investigation report. Fill soils consisting of on-site silty sand were placed in 6 to 8-inch thick lifts, moisture-conditioned to near optimum moisture content and compacted to at least 90 percent relative compaction. Compaction was achieved with a Caterpillar loader. In-place field density tests were performed on the compacted fill in accordance with ASTM D1556 (Sand Cone Method). The results of the field density tests and compaction values are presented in Table T-1, "Fill Compaction Test Results". The results of a laboratory maximum test are presented on Table L-1, "Maximum Density Test Results". The approximate fill compaction test locations are shown on Plate 1. This opportunity to be of service is appreciated. If you have any questions, please do not hesitate to call or contact us. Respectfully Submitted, Martin R. Owen, PE, GE Geotechnical Engineer Attachments: Tables T-1, L- 1 and Plate 1 Report of Fill Compaction Tests for Proposed Accessoiy Dwelling Unit mwz 1730 Cereus Court March 14, 2020 Carlsbad, CA 92009 Project No. 19-1127E6 TABLE T-1 FILL COMPACTION TEST RESULTS TEST NO. SOIL TYPE FILL DEPTH (FEET) FIELD MOISTURE (%) FIELD DRY DENSITY (PCF) MAXIMUM DRY DENSITY (PCF) FILL COMPACTION (%) REMARKS 1 1 1 16.7 113.4 121.0 94 2 1 1.5 15.7 114.2 121.0 94 3 1 FG 14.2 115.8 121.0 96 4 1. FG 15.0 115.7 121.0 96 FG = FINISH GRADE TABLE L-1 MAXIMUM DENSITY TEST RESULTS ASTM D1557 SOIL TYPE! SOIL MAXIMUM OPTIMUM TEST DESCRIPTION DRY MOISTURE PROCEDURE DENSITY CONTENT (%) (PCF) 1 TAN BROWN SILTY SAND 121.0 12.0 EAST COUNTY SOIL CONSULTATION AND ENGINEERING. INC. S ,/2'2 V/7 77 EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD., SUITE I. SANTEE, CA 92071 (619) 258.790 Fax (619) 258.7902 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. MAIL: P.O. BOX 1941 10925 HARTLEY ROAD, SUITE "I" LAKESIDE, CALIFORNIA 92040 SANTEE CALIFORNIA 92071 619 258-7901 Fax 6.19 258-7902 INVOICE DATE March 13, 2020 BILL TO: PROJECT NUMBER SITE ADDRESS Dave & Andrea Lewiston 19-1127136 Proposed Accessory Dwelling Unit 1730 Cereus Court 1730 Cereus Court Carlsbad, California 92009 Carlsbad, California 92009 DESCRIPTION AMOUNT 6 Hours Field Tech @$90/ HR-2 Hour Mm I Maximum Density $l25/each Engineering & Report Prep. Foundation Excavation Observation & Letter $ 540.00 $ 125.00 $ 250.00 $ 250.00 TOTAL DUE _____ 1 $1,165.00 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. (619) 258-7901 Dave & Andrea Lewiston 1730 Cereus Court Carlsbad, California 92009 Subject: Foundation Plan and Details Review 1730 Cereus Court Carlsbad, California 92009 January 6, 2020 Project No. 19-1127E6 Reference: "Geotechnical Investigation for Proposed Accessory Dwelling Unit, 1730 Cereus Court, Carlsbad, California 92009", Project No. 19-1127E6, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 3, 2020. Dear Mr. & Mrs. Lewiston: In accordance with your request, we have reviewed the foundation plan and details prepared by Brooks Design of Carlsbad, California for the proposed single-family residence at the subject site. The foundation plan and details were found to be in accordance with the recommendations provided in the referenced geotechnical report. Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils. If we can be of further assistance, please do not hesitate to contact our office. Respectfully Submitted, Martin R. Owen, PE, GE Geotechnical Engineer CBR20I 9-3093 1730 CEREUS CT #150 LE\NIS1ON: 640 SF DETACHED ADU DEV2019-0186 2155022000 1/8/2020 CBR20I 9-3093 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL (619) 258-7901 Dave & Andrea Lewiston January 3, 2020 1730 Cereus Court Project No. 19-1127E6 Carlsbad, California 92009 Subject: Geotechnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, California 92009 Dear Mr. & Mrs. Lewiston: In accordance with your request, we have performed a geotechnical investigation at the subject site to determine the geotechnical site conditions and provide recommendations for design and construction of the proposed accessory dwelling unit. SCOPE OF SERVICES The following scope of work was performed for this investigation: 0 Site reconnaissance and review of published geologic, seismologic and geotechnical reports and maps pertinent to the project area 0 Subsurface exploration consisting of two test borings within the general area of the proposed accessory dwelling unit. The test borings were logged by our project supervisor. 0 Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. 0 Laboratory testing of soil samples obtained during the field investigation. 0 Geotechnical analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations. 0 Preparation of this report, which summarizes the results of our analysis and presents our findings and recommendations for the proposed construction. CBR20I9-3093 1730 CEREUS CT LEWISTON: 640 SF DETACHED ADU DEV20I9-0186 #150 2155022000 1/8/2020 CBR20I 93O93 Geotechnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, CA 92009 Page 2 January 3, 2020 Project No. 19-1127E6 SITE DESCRIPTION AND PROPOSED CONSTRUCTION The site location is shown on the attached Vicinity Map, Figure 1. The site is an irregular-shaped, residential lot located on the north side of Cereus Court, in the City of Carlsbad, California (see Figure 2). The property is partially occupied by a one-story, single-family residence. The proposed building pad is located in the relatively level back yard. The natural slope is down to the south. Vegetation consists of grass, shrubs and trees. The parcel is bordered by Cereus Court to the south and similar residences to the north, west and east. The preliminary plans prepared by Brooks Design of Carlsbad, California indicate that the proposed construction will consist of a one-story, wood framed accessory dwelling unit. The new ADU will be founded on continuous and/or individual spread footings and will have a slab-on- grade floor. FIELD INVESTIGATION AND LABORATORY TESTING On December 10, 2019, two test borings were excavated to a maximum depth of approximately 4 feet below existing grade with a hand auger. The approximate locations of the test borings are shown on Figure 2. Logs of the test borings are shown on Figure 3. Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory tests included in place moisture content and dry density and expansion index tests. The tests were performed in accordance with ASTM standards and other accepted methods. The test results are shown on the logs of the test borings, Figure 3 and on Figure 4. SOIL CONDITIONS The subsurface descriptions were interpreted from conditions encountered during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials are presented on the logs of the test borings presented on Figure 3. The following are general descriptions of the encountered soil and bedrock types. Topsoil Topsoil was encountered in the test borings to a depth of approximately 6 inches below existing grade. The topsoil consisted of dark brown, silty sand that was moist, loose and porous in consistency with some organics (rootlets). Fill Fill soils were encountered below the topsoil in the test borings to a depth of 1.5 to 2 feet below existing grade. The fill consisted of dark brown to reddish brown, silty sand that was moist and loose to medium dense in consistency. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotecirnical Investigation for Proposed Accessory Dwelling Unit Page 3 1730 Cereus Court January 3, 2020 Carlsbad, CA 92009 Project No. 19-1127E6 Bedrock-Santiago Formation Bedrock of the Santiago Formation was encountered below the fill in the test borings. The bedrock generally consisted of light gray, silty sandstone that was moist and medium dense to dense in consistency. SOIL PROPERTIES Compressible Soils Our field observations and testing indicate low compressibility within the underlying sandstone bedrock. However, loose, compressible topsoil and fill soils were encountered to depths of approximately 1.5 to 2 feet below existing grade within the proposed building area. As a result, footings for the proposed accessory dwelling unit should be extended through the fill and topsoil to medium dense to dense bedrock, to avoid any remedial grading. Expansive Soils An expansion index test (AST.M D 4829) was performed on a representative sample of the Santiago Formation bedrock. The results of the test are shown on Figure 4. An expansion index of 11 was obtained which indicates the foundation soils have a very low expansion potential. GROUNDWATER Groundwater was not encountered in the test borings. We do not expect groundwater to affect the proposed construction. 2019 CBC SEISMIC DESIGN CRITERIA Seismic design values are presented on Figure 5. CONCLUSIONS Based on our investigation, we conclude that the construction of the proposed accessory dwelling unit is feasible from a geotechnical standpoint, provided the recommendations presented in this report are properly implemented during construction. RECOMMENDATIONS EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, CA 92009 Page 4 January 3, 2020 Project No. 19-1127E6 SITE GRADING Clearing and Grubbing The area of the proposed construction should be cleared of vegetation and deleterious materials, which should be properly disposed of off-site. The area should be thoroughly inspected for buried objects that need to be rerouted or removed prior to construction. All holes, trenches, or loose soil pockets left by the removal of these objects should be properly backfilled with compacted fill materials. Temporary Slopes Temporary vertical slopes and excavations for utility trenches should not exceed 5 feet. Any temporary slopes greater than 5 feet in height should be shored or laid back at a 3/4:1 (horizontal to vertical) slope ratio. CAL-OSHA guidelines for temporary slopes and trench excavation safety should be implemented during construction. Removal and Recompaction of Loose Surface Soils Beneath Floor Slabs Beneath floor slabs, the existing, loose topsoil and fill soils should be removed and recompacted to a minimum depth of 2 feet. Compaction and Method of Filling All fill and trench backfill should be compacted to a minimum relative compaction of 90 percent as determined by ASTM D1557. Fill should be placed at moisture content slightly above optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. All grading, fill placement, and compaction should be performed in accordance with the grading requirements of the City of Carlsbad. Fill placement and compaction should be observed and tested as necessary by our field representative. EROSION CONTROL Due to the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences,, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management. Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical Investigation for Proposed Accessory Dwelling Unit Page 5 1730 Cereus Court January 3, 2020 Carlsbad, CA 92009 Project No. 19-1127E6 FOUNDATIONS AND FLOOR SLABS Footings for the proposed one-story ADU should be extended through the upper topsoil and fill soils and founded in medium dense to dense bedrock. The anticipated depth to bedrock is approximately 1-1/2 to 2 feet. Footings should have a minimum depth of 24 inches below building pad grade or lowest adjacent, finished grade, whichever is deeper. Continuous footings should be at least 12 inches wide and reinforced with a minimum of four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Individual footings should be at least 18 inches square and reinforced with a grid of #4 bars spaced 12 inches on centers (each way) and placed on concrete blocks at the bottom of the footing. b. Floor slabs should be at least 5 inches thick and reinforced with #4 bars placed at 18 inches on centers in two directions in the middle of the slab. The reinforcing steel should be supported on steel chairs or concrete blocks. Floor slabs should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier over 2 inches of clean sand. To minimize the potential for shrinkage cracks, the maximum concrete slump should be 4 inches and the maximum water- cement ratio should be 50 percent. Some shrinkage cracks are still possible. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and individual spread footings. This value may be increased by one-third for short term wind or seismic loads. Total and differential settlements of 1/2 inch may be assumed. Lateral loads may be resisted by an equivalent fluid passive soil pressure of 300 pounds per cubic foot. A. coefficient of friction of 0.4 may also be used. If passive and friction values are used together, the friction value should be reduced by one-third. All footing excavations should be inspected and approved by our representative. SURFACE DRAINAGE Adequate measures should be undertaken so that drainage water is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. As required in the 2019 California Building Code, a minimum gradient of 2 percent is recommended in hardscape areas adjacent to the structure. In earth areas, a minimum gradient of 5 percent away from the structure for a distance of at least 10 feet should be provided. If this requirement cannot be met due to site limitations, drainage can be done through a swale in accordance with Section 1804.4 of the 2019 California Building Code. Earth swales should have a minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, CA 92009 Page 6 January 3, 2020 Project No. 19-1127E6 LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report provides no warranty, either expressed or implied, concerning future building performance. Future damage from geotechnical or other causes is a possibility. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings, if this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Figures 1 through 5 are part of this report. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Ocotecirnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, CA 92009 Page 7 January 3, 2020 Project No. 19-1127E6 Respectfully Submitted, Martin R. Owen, PE, GE Geotechnical Engineer EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. I 0rrii I a Cti Rj1 & S - a Villas At L.a Costa FLIn Alicante Apn'tmcnts C. Golf at Omni La Costa Creek Geotecirnical Investigation for Proposed Accessory Dwelling Unit Page 8 1730 Cereus Court January 3, 2020 Carlsbad, CA 92009 Project No. 19-1127E6 FIGURE 1 VICINITY MAP La Cosla Greens Presidio .8 HOOd Lic t• Domino s Pizzj viara Oaks Cinepolis 9 m . Me School ' Luxury Cinemas ignite' V La Costa Paloma Aoarterns Ap,aru Oaks entary School Aviara Pkwy Alga Qa 0 1730Cereus court Alga Rd EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, CA 92009 Page 9 January 3, 2020 Project No. 19-1127E6 FIGURE 2 LOCATIONS OF TEST BORINGS LEGEND 13-2 0 APPROXIMATE LOCATION OF TEST BORING EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, CA 92009 Page 10 January 3, 2020 Project No. 19-1127E6 FIGURE 3 LOGS OF TEST BORINGS BORING B-i DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 0.5' FILL dark/ reddish brown, moist, loose to medium dense, silty sand 1.5' BEDROCK-SANTIAGO FORMATION tight gray, moist, medium dense to dense, silty sandstone 113.4 13.1 3.0' bottom of test boring, no caving, no groundwater test boring backfihled 12/10/19 ---------------------------------------------------------------------------------------------------------------------------------- BORING B-2 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 0.5' FILL dark/ reddish brown, moist, loose to medium dense, silty sand 1.0' It of It 11 it If to 107.6 15.9 2.0' BEDROCK-SANTIAGO FORMATION tight gray, moist, medium dense to dense, silty sandstone 4.0' bottom of test boring, no caving, no groundwater test boring backfilled 12/10/19 ---------------------------------------------------------------------------------------------------------------------------------- Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, CA 92009 Page 11 January 3, 2020 Project No. 19-1127E6 FIGURE 4 RESULTS OF LABORATORY TESTS EXPANSION INDEX TEST (ASTM D 4829 TEST INITIAL SATURATED INITIAL EXPANSION EXPANSION LOCATION MOISTURE MOISTURE DRY INDEX POTENTIAL CONTENT CONTENT (%) DENSITY __ (% (PCF) B-i @2.0' 12.0 20.1 103.7 11 VERY LOW EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical Investigation for Proposed Accessory Dwelling Unit 1730 Cereus Court Carlsbad, CA 92009 Page 12 January 3, 2020 Project No. 19-1127E6 FIGURE 5 SEISMIC DESIGN VALUES The following 2019 CBC seismic design values may be used. PARAMETER VALUE 2019 CBC & ASCE 7 REFERENCES Site Class D Table 20.3-1/ ASCE 7, Chapter 20 Mapped Spectral Acceleration for Short Periods, 1.07 ig Figure 1613.3.1(1) Mapped Spectral Acceleration For a i-Second Period, S1 0.414g Figure 1613.3.1(2) Site Coefficient, Fa 1.072 Table 1613.3.3(1) Site Coefficient, F 1.586 Table 1613.3.3(2) Adjusted Max. Considered Earthquake Spectral Response Acceleration for Short Periods, SMS 1.148g Equation 16-37 Adjusted Max. Considered Earthquake Spectral Response Acceleration for I-Second Period, SMI 0.656g Equation 16-38 5 Percent Damped Design Spectral Response Acceleration for Short Periods, SDS 0.765g Equation 16-39 5 Percent Damped Design Spectral Response Acceleration for i-Second Period, S1 I 0.437g Equation 16-40 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. dirldm of 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 apy building permit without a completed school fee form ' .: Project # & Name: FEB 11 2020 Permit #: : CBR2019-3093 (ITV fl r71Ap Project Address: 1730 CEREUS CT 150 BUILDING DFJISION Assessor's Parcel #: 2155022000 Project Applicant: OWNER LEWISTON ANDREA (Owner Name) Residential Square Feet: New/Additions: 640 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification:city of Carlsbad Building Division Date: 10/31/2019 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 nnbekaUofth Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 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) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 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 duty 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: OV\v\ Curc,k'1(1 Title: 09-r ±ey1e'v¼t Date: 2-/i t Lg) Name of School! District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: '7 (O-3 31 -500 0 6225 EL CAMINO REAL CARLSBAD CA 92Dfl . . Community & Economic Deveiopménr-bcnldlng Division 1635 Farday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov 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 VtrIEt4 RAIN IS EMINENT, THE OWNER/CONTRACTOR SNAIL 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 EROSI O N 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 PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. - THE CITY INSPECTOR SNAIL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING DR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. S. STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP . E-29 CB SW___ - OWNER'S CERTflICATE: BEST MANAGEMENT-PRACTICES (BMP) SELECTION TABLE Erks!on Control OMPs Sediment Control BMP: Tscldng Control RMPs Non.Slorm Water Management OMPs Waste Managerneetsod Maiwials PoT1ulianCcntreIOMPs east Management Padllca' (BMP)Descrlptian —) - N Ti . 4 ,' ft U3:9 us" ii ;j, .5, 28 S5Q_ IJUli E in ip , CASOAOssignaUon -9 Can$ l,ucVenAcUvfly 1- - , . p. -_lrenchtnn/ CradIn /So Excovatlon U - - — — — - — — — - - — — — - ---- Concrete/Asphalt Sawcutflnp - - --- — - — — ._ - — — — — — Concrete FloLwark - - - — — — - - — — — - — — — - — — Pa vino - - - — - - — - Conduit/PIpe Installation — — — - - - — — — — — - — - — - -— — - - — — — — Stucco/Mortar Work — — — - - — — - — - — — — — — - - - — — — WasteDispesal St—lo/Loy—Down, Area — — — - - - — — — — — — —. — — — — - - - -- — EnutpmontMalntenonceandFuellnn — — - - — — — — — — - — - - - - — — — Hazardous Substance Uso/Starono — - - - — — — - DawatarIn - - - - - - - - -- --- — — — — — — - — — — Silo Access Across Dirt — — — — - — — — — — — — -.-- 01her(l1t): --- i;Iiame box to the loft of all applicable construction calMly (first c o l u m n ) e x p e c t e d t o o c c u r d u r i n g c o n s t r u c t i o n . Located along the top of the BMP Table Is a list of BMP's with Ue c e r r e s p o n d i n g California Stonnwatcr Quality Association (CASQA) designation number. Choose one or more OMPs you Intend to use during construction from the list. Check Mae box where the chosen activity row Intersects wit h t h e B M P c o l u m n . Ruler to the CASQA construction handbook. for Information ond d o t a 2 p of the chosen BMPs and hew to apply them to the project. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (aMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF PDU.UTAMTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WAII1I TO CONSTIWOTTON RELATED POLLUTANTS: AND (2) ADHERE TO. AND AT ALL TIMES. E-2g SHOWTHE LOCATIONS OFALT. CHOSEN BMPsA8OVE ON THE PROJECTS SI75 PLAN/EROSION CONTROL PLA N . SEE THE REIJERSESIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN, ..SMP's are subject to field inspection- Page 1 of I PRO3ECT INFORMATION Site Addrusw f12) Assessor's Parcel Number. Emergency Home: 24 Hour Phone: _14O 41Mc5 Construction Threat to Stoma Water Quality (Cheek Sew) 0 MEDIUM NOW REV (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. • j. •• Patio + Decks I + PME(W/o panel upgrade) •:• Pool 4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. 4 Details on CAP ordinance requirements are available on the city's website. 4 A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webDape and download the latest form. Project Name/Building Permit No.: Property Address/APN: Vi 'O Cerev BP No.: Cw!ct ?7O Applicant Name/Co.: 47cooVJ, tJLJoCkk "tl)Ll-icb Applicant Address: 'ucfe I' ce- zzv, LAM Contact Phone: Contact Email: 7e1 'ovY\ Contact information of person completing this checklist (if different than above)y: Name: •eontact rZone. Company name/address: Contact Email: Applicant Signature: a4,u,,&f*J -k Date: /' / • B-50 • Page 1 of 6 • • Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, 96 Building Permit Valuation (BPV) fr _worie!t' $_g , r i o 4'A• ?fft 4PRI UN 2A, 2A, 3A, IB, 2B, 0 New construction 36, 4A 0 Additions and alterations: BPV < $60,000 N/A N/A All residential additions and alterations % BPV 2! $60,000 1A4A 4A 1-2 family dwellings and townhouses with attached garages Electrical service panel upgrade only only *Multi-family dwellings only where interior finishes are removed BPV ~ $200,000 IA, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or olumbina systems are or000sed 0 New construction I B, 28, 3B, 4B and 5 0 Alterations: 0 BPV ~ $200,000 or additions a 1,000 IB, 5 0 BPV 2t $1,000,000 18, 2B, 5 Building alterations of ~! 75% existing gross floor area 0 2t 2,000 sq. ft. new roof addition 26, 5 1 also applies if BPV 2t.$200,000 . ., Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. : A. ['Residential addition or alteration? $60,000 building prmit valuation. 0 N/A___________________________ SeeCMCséction18.30.190. 0. Exception: Home energy score z 7 (attach certification) Year Built Single-fa'mily. Requirements Multi-family Requirements Before 1978 Select one: Duct sealing 0 Attic insulation 0 Cool roof 0 Attic insulation 1978 and later Select one: Lighting package 0 Water heating Package Between 1978 and 1991 Select one: Duct sealing 0 Attic insulation 0 Cool roof J.!C1992 and later Select one: Lighting package 0 Water heating package B. D Nonresidential* new construction or alterations? $200,000 building permit valuation, or additions? 1,000 square feet. 0 N/A___________________________ Updated 8/15/2019 • 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21 .155 and CALGreen Appendix A51 Division A5.2 -Energy Efficiency. A5.203.1.1 Choose one: 0.1 Outdoor lighting 0.2 Warehouse dock seal doors 0.3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) 0 N/A___________________________ 0.4 Daylight design PAFs 05 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: 0.95 Energy budget 0.90 Energy budget 0 N/A___________________________ A5211.1" DOn-site renewable energy 0 N/A_____________________ A5.211.3H 0 Green power (if offered by local utility provider, 50% minimum renewable sources) o N/A_____________________________ A5.212.1 0 Elevators and escalators 0 N/A__________________________ A5.213.1 0 Steel framing . 0 N/A___________________ * Includes hotelshnotels and high-rise residential buildings H For alterations a $1,000,000 BPV and affecting >75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead. [1 Residential new construction (for low-rise residential building permit applications submitted after 111120). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (213 below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(B) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional sheets if necessary) CFA #d.u. Calculated kWdc* Exception 0 0 0 0 Total System Size: kWdc kWdc = (CFAx.572) I 1,000 + (1.15 x#d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. E Nonresidential new construction or alterations $1,000,000 BPV and affecting 75% existing floor area, or addition that increases roof area by ?2,000 square feet. Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotellmotel buildings. Choose one of the following methods: o Gross Floor Area (GFA) Method GFA: Mm. System Size: kWdc 0 If < 10,000s.f. Enter 5 kWdc 0 If k 10,000s.f. calculate: 15 kWdc x (GFA/1O,000)" **Round building size factor to nearest tenth, and round system size to nearest whole number. 0 Time- Dependent Valuation Method Updated 8/15/2019 City of Carlsbad Climate Action Plan Consistency Checklist 6 Annual TDV Energy use:***_ x.80= Mm. system size: kWdc ***Attach calculation documentation using modeling software approved by the Cahfomia Energy Commission. 3 Water Heating A. fl Residential and hotel/motel new construction Please refer to CIVIC sections 18.30.150 and 18.30.170 when completing this section. o For systems serving individual dwelling units choose one: Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) Heat pump water heater AND PV system .3 kWdc larger than required in CIVIC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) O Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors Exception: For systems serving multiple dwelling units, install a central water-heating system with all of the following: Gas or propane water heating system Recirculation system per CIVIC 18.30.150(B) (high-rise residential, hotel/motel) or CIVIC 18.30.170(B) (low- rise residential) Solar water heating system that is either: .20 solar savings fraction O .15 solar savings fraction, plus drain water heat recovery Exception: B. 0 Nonresidential new construction Please refer to Carlsbad Ordinance CIVIC section 18.30.150 when completing this section. Water heating system derives at least 40% of its energy from one of the following (attach documentation): O Solar-thermal 0 Photovoltaics 0 Recovered energy Water heating system is (choose one): 0 Heat pump water heater Electric resistance water heater(s) DSolar water heating system with .40 solar savings fraction 0 Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist A. Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21 .140 when completing this section. One and two-family residential dwelling or townhouse with attached garage: ZOne EVSE Ready parking space required 0 Exception:_______________________________ Multi-family residential: 0 Exception:_______________________________ Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces =.10 x Total parking (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be uCapable,n uReaclyll or ulnstalledll) *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation k $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation 24200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. D Nonresidential new construction (includes hotels/motels) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EVSpaces Number of required EVSE Installed Spaces 0-9 1 1 10.25 2 1 26.50 . 4 2 51-75 6 3 76-100 9 . 5 101450 12 6 151-200 17 9 201 and over 10 percent of total 50 percent of Required EVSpaces Updated 8/15/2019 . 5 City of Carlsbad Climate Action Plan Consistency Checklist An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TDM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. for Various cornrnercia: Uses Employee ADT sjation all)2 r 20 13 ant 11 11 RetaiI3 8 4.5 Industrial 4 3 5 Manufacturing 4 3 Warehousinq ' ..• 4 S f 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, lOthEdition 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses maybe subject to special consideration Sample: calàulationS: ....................... Office: 20,450 sf 1. 20,450 Sf/ 1000 x 20 = 409 Employee ADT Retail '9,334 sf First 1,000 sf=8ADT 9,334sf- 1,000 sf= 8,334 sf (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT Acknowledgment: I acknowledge that the pIanssubmitted may be subject to the City of Cartsbad's Transportation Demand Management Ordinance. I agree to be contacted should. my permit require a TDM plan and understand that p apprved TOM plan is a condition of permit issuance. Applicant Signature: Date: I/o/7151 L7— Person other than Applicañtto be contacted for TDM ctmPilan (if applicable): Name (Printed): Phone Number Email Address: Updated 8/15/2019. 6