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Home My WebLink About2825 STATE ST; 105; CBC2019-0444; Permitcc ityof Carlsbad Building Permit Finaled Commercial Permit Print Date: 07/02/2020 Job Address: 2825 STATE ST. # 105, CARLSBAD, CA 92008-1631 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel #: 2032940100 Track #: Valuation: $106,731.61. Lot #: Occupancy Group: Project #: DEV2018-016 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: . Orig. Plan Check #: Plan Check #: Project Title: PURE PROJECT - BREWERY & TASTING ROOM Permit No: CBC2019-0444 Status: Closed - Finaled Applied: 09/17/2019 Issued: 01/31/2020 Finaled Close Out: Inspector: MColl Final Inspection: 07/02/2020 Description: PURE PROJECT: 2,206 SF T.I. RETAIL TO BREWERY// DEMO 335 SF ENCLOSED PATIO AND MAKING A NEW 335 SF PATIO Property Owner: CoApplicant: SATTERLY RUSSELL L & SATERLY SUSAN L CLTVT 2825 STATE ST P0 BOX 4118 CARLSBAD, CA 92011 CARLSBAD, CA 92018 (760) 400-9994 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $650.85 BUILDING PLAN CHECK FEE (BLDG) . $455.60 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE Plan Review Per Hour - Office Hours $340.00 FIRE Reinspection (per inspection) $193.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 PARKING IN-LIEU FEES - $11,240.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL . $86.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $5.00 STRONG MOTION-COMMERCIAL- $29.88 WATER METER FEE 0.75" (3/4") Displacement (P) $18.00 WATER SERVICE CONNECTION FEE 3/4" DISPLACEMENT (P) - $1,866.00 Total Fees: $15,028.33 Total Payments To Date: $15,028.33 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them,you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. - You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division . Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314'1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value 1Ol j7Ie(4 PC Deposit Date ___________ Job Address 2825 State Street, Carlsbad CA, 92008 Suite: O 5 APN: 203-294-01-00 Tenant Name: Pure Project CT/Project U: Lot U:_________ Occupancy: B Construction Type: V-B Fire Sprinklers: yes / Air Conditioning: no BRIEF DESCRIPTION OF WORK: CONVERT 2206 SF OF A VACANT RETAIL SUITE TO A BREWERY WITH A TASTING ROOM OF 389 SF AND AN OUTDOOR PATIO OF 335 SF. PORTION OF EXISTING BUILDING TO BE DEMOLISHED FOR NEW OUTDOOR PATIO. D Addition/New: __New SF and Use, __New SF and Use, Deck SF, _________ Patio Cover SF (not including flatwork) IJ Tenant Improvement: 2,206 gM SF, Existing Use VACANT RETAIL Proposed UseBREWERY-TASTING ROOM _ SF, Existing Use Proposed Use J Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No EJ Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: ANDY MCCABE Name: LINDA CAROL MIND, RUSSELL SAT1ERLY, SUSAN SAUERLY Address: 1889 BACON STREET, SUITE 8 Address: 2825 STATE STREET City: SAN DIEGO State:CA Zip: 92107 City: CARLSBAD State: CA Zip: 92008 Phone: 619.677.5600 Phone: 760.717.3760 Email: TECSCAPEDESIGN@GMAIL.COM Email: DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: RaE, INC. CONSULTING ENGINEERS Name: CLTVT Address: 13484 APPALACHIAN WAY Address: P.O. BOX 4118 City: SAN DIEGO State:_CAZip: 92129 City: CARLSBAD State: _CAZip: 92018 Phone: 858.349.6288 Phone: 760.400.9994 Email: MAfl@PQEINC.COM Email: CSLOWEY@CLTVT.COM Architect State License: C50327 State License:1013804 Bus. License: 1303005%5-05-200 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he/she Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingccarlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. yy have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the rma ce of the work for hich this permit is issued. workers' com nsai n insurance carrier and policy number are: Insurance Co pany me: Policy No. d('33i.s Expiration Date: 'rz.iz 0 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: Fallo secure workers compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00,1w0ltion the !p41jj'éost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: DAGNT DATE: __(Ct (OPTION B ): OWNER-BUILDER DECLARATION! I hereby affirm that lam exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O 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). 0 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. 0 Yes 0 No 2.1 (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (Include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, butt 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? DYes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Dyes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information Is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. thereby 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 PERMfl.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void If the building or work authorized by such permit is not commenced within 180 days from the date of such permit or If the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced fora period ofj89*.4ctio06.4.4 Uniform Building Code). APPLICANT SIGNATURE: V DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingtcarIsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 09/17/2019 Owner: COOWNER SATTERLY RUSSELL L & SATTERLY SUSAN L Work Class: Tenant Improvement Issue Date: 01/31/2020 Subdivision: TOWN OFCARLSBAD AMENDED Status: Closed - Finled Expiration Date: 02/01/2021 Address: 2825 STATE ST, # 105 lVR Number: 21816 CARLSBAD, CA 92008-1631 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0613012020 06/3012020 BLDG-Final Inspection 131451-2020 Failed Michael Collins, Reinspection Incomplete Checklist Item COMMENTS. Passed BLDG-Building Deficiency 6/30/20, see card. Ok to stock/train. No BLDG-Building Deficiency Not ready No BLDG-Plumbing Final . No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final . No BLDG Fire Final 131457-2020 Passed Adalmira Maldonado Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 0710212020 07/0212020 BLDG-Final Inspection 131747-2020 Passed Michael Collins . Complete Checklist Item COMMENTS . Passed BLDG-Building Deficiency 7/02/20, Yes BLDG-Building Deficiency 6/30/20, see card. Ok to stock/train. No BLDG-Building Deficiency Not ready No BLDG-Plumbing Final . No BLDG-Mechanical Final No BLDG-Structural Final No. BLDG-Electrical Final . No NOTES Created By TEXT Michael Collins Wall hung restroom mirrors that are not accessible compliant covered with art work. Tenant advised to remove mirrors or come into compliance. Mirror on door ok. Created Date 07/02/2020 Thursday, July 2, 2020 . Page 3 of 3 Permit Type: BLDG-Commercial Application Date: 09/17/2019 Owner: COOWNER SATTERLY RUSSELL L & SATTERLY SUSAN L Work Class: Tenant Improvement Issue Date: 01/31/2020 Subdivision: TOWN OF CARLSBAD AMENDED Status: Closed - Finaled Expiration Date: 02/01/2021 Address: 2825 STATE ST, # 105 IVR Number: 21816 CARLSBAD, CA 92008-1631 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-17 interior 126525-2020 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Restrooms only Yes 0511212020 05/12/2020 BLDG-Il Interior 127302.2020 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency. Restrooms only Yes BLDG-Building Deficiency Sales floor Yes 0512712020 05/2712020 BLDG-14 128717.2020 Passed Michael Collins Complete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior deck sub floor frame Yes BLDG-Electric Meter 128580-2020 Partial Pass Michael Collins Reinspection Incomplete Release - V Checklist Item COMMENTS Passed BLDG-Building Deficiency EMR (TSPB) emailed to SDGE Yes BLDG-Gas Meter 128501-2020 Passed Michael Collins Complete Release - Checklist Item COMMENTS Passed BLDG-Building Deficiency GNR emailed to SDGE Yes 06/2612020 0612612020 BLDG-Final Inspection 131221-2020 Failed Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready . No BLDG-Plumbing Final . No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 06/2912020 0612912020 BLDG-Fire Final 131280.2020 Failed Adalmira Maldonado Reinspection Incomplete Checklist Item COMMENTS Passed FIRE- Building Final 6/29/2020 No Secure compressed gas from accidental falls CO2 over 1001b5 requires gas monitor Provide fire extinguishers at approved locations. A reinsertion fee is required for final re-inspection. AM Thursday, July 2, 2020 . Page 2 of 3 Building Permit Inspection History Finaled c(city of Carlsbad Permit Type: BLDG-Commercial Application Date: 09/17/2019 Owner: COOWNER SATTERLY RUSSELL L & SATTERLY SUSAN L Work Class: Tenant Improvement Issue Date: 01/31/2020 Subdivision: TOWN OF CARLSBAD AMENDED Status: Closed - Finaled Expiration Date: 02/01/2021 Address: 2825 STATE ST, # 105 iVR Number: 21816 CARLSBAD, CA 92008-1631 Scheduled Actual Inspection Type Inspection No6 inspection Primary inspector Reinspection Inspection Date Start Date StatuS 0211012020 02110/2020 BLDG-21 118873-2020 Passed Michael Collins Complete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Waste to POC, restroom waste from prior Yes permit. 02113/2020 02113/2020 BLDG-11 119340.2020 Passed Michael Collins Complete Foundation/FtglPiers . (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Footing/steel at Patio& spread footing/steel Yes at Line C & 2.5 03106/2020 03/0612020 BLDG-23 121593.2020 Partial Pass Chris Renfro Reinspection Incomplete Gas/Test/Repairs - Checklist item COMMENTS Passed BLDG-Building Deficiency Underground gas test for main riser. OK to Yes - backfill 0311112020 03111/2020 BLDG-84 Rough 121983.2020 Failed Michael Collins Reinspection Incomplete • Combo(I4,24,34,44) Checklist Item COMMENTS Passed • BLDG-Building Deficiency Not ready. Complete restroom mechanical No & clarify shear wall lengths with EOR 0311312020 03/13/2020 BLDG-84 Rough 122239.2020 Passed Michael Collins Complete Combo(14,24,34,44) Checklist item COMMENTS Passed BLDG-Building Deficiency Not ready. Complete restroom mechanical No & clarify shear wall lengths with EOR BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) .BLDG-24 Rough-Topout . Yes BLDG-34 Rough Electrical • • Yes BLDG-44 Yes Rough-Ducts-Dampers 05/05/2020 05/05/2020 BLDG-I3 Shear 126526-2020 Passed Michael Collins Complete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency • Yes Thursday, July 2, 2020 • • Page 1 of 3 DATE: December 16, 2019 JURISDICTION: 'Carlsbad -\ EsGilV/0 A SAFEbulittompany J'PPLICANT /` JURIS. PLAN CHECK #.: CBC2019-0444 SET: II PROJECT ADDRESS: 2825 State St. PROJECT NAME:. Pure Project Brewery The plans transmitted herewith have bncorrected where necessary and substantially comply with the jurisdiction's codes. The plan tiànsfrlittedhewitl? will substantially comply with the jurisdiction's building codes when minodèficiencesidertiièd beIoWare 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: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted.jZIlbt I1 (bjf ) Email: Mail Telephone Fax In Person REMARKS: (Each sheet of the plans must be signed by the designer. By: Kurt Culver Enclosures: EsGil 12/9/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbulirCompany DATE: September 30, 2019 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: (çOIjO444 PROJECT ADDRESS: 2825 State St. PROJECT NAME: Pure Project Brewery El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LIII 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: Andy McCabe LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Andy McCabe Telephone #: 619-677-5600 Date contacted: (by: ) Email: TecscapeDesign©gmail.com Mail Telephone Fax In Person LI REMARKS: By: Kurt Culver Enclosures: EsGil 9/19/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC20 19-0444 September 30, 2019 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0444 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: September 30, 2019 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/19/19 PLAN REVIEWER: Kurt Culver This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced 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. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. 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 CBC2019-0444 September 30, 2019 GENERAL 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. PLANS 2. Each sheet of the plans must be signed by the person responsible for their preparation. California State Law. 3. If the existing use is retail, then change the plans to show "Group M" for the existing occupancy. 4. Please justify the occupant load shown on sheet T5.0. A [heavy] occupant load should be assigned to the bar area, where people will be stacked up to order/drink. Also, the "retail" area will likely be a spill-over for drinking patrons and will thus have a high occupant load. Collectively, then, it appears that the occupant load will exceed 49 which will cause this to be an A-2 Occupancy. As such, 2 exits must be provided (outward swinging doors with panic hardware, etc.). Sprinklers may be required. An allowable floor area analysis will be required. 5. Clearly show on the plans that the lowered counter at 7A9.3 will occur over a horizontal length of at least 60 inches. Title 24. ADDITIONAL 6. Please see the following sheet for MEP corrections. Carlsbad CBC20 19-0444 September 30, 2019 To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, Please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil. Thank you. PLUMBING AND MECHANICAL COMMENTS PLAN REVIEWER: Connor Reuss SET: I PLUMBING (2016 CALIFORNIA PLUMBING CODE) Please show the location of the required mop/service sink per CPC Table 422.1. Make sure to specify it within the fixture schedule. Please state in the plans that all domestic (i.e. potable) hot water piping will have a minimum insulation for the following pipe sizes: 1/2" pipe (W insulation); %" pipe (1" insulation); 1"- 1 1/2" pipes (1 %" insulation); 2" pipes are larger (2" insulation). CPC 609.11 & ES 150.00) Specify if any natural gas-powered appliances are under this permit. If so, please provide the proper CPC 1216.2 Table, the total developed length, and the load for each appliance. CPC 1216.0 Regarding the water heater detail, the expansion tank should be located between the check valve and water heater. Please correct. For the hot water recirculating loop system, please detail the following: The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop. Show the required pump isolation valves for the recirculation pump per Energy Standard 110.3(c) Carlsbad CBC2019-0444 September 30, 2019 MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) For the ware washers, type II hoods are required. Please address. For the walk-in beer cooler, please provide calculations that show compliance with CMC 1104.2 "Refrigerant Concentration Limit" for the worst-case concentration/area scenario (i.e. please see CMC Table 1102.2 for allowable quantities). For the fan coils, detail the secondary mechanical condensate waste design: CMC 310.0 & CPC 814.0. Specify what work will be done within the brewery production area. Depending on the work, an exhaust system may be required. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL & ENERGY COMMENTS PLAN REVIEWER: Scott Humphrey GENERAL PME ITEMS Detail the location of the required roof access ladder and hatch to provide the required access to new roof mounted mechanical equipment, as per CMC, Section 304.3 Show the minimum 16 square foot opening for roof hatch minimum width of 2 feet opening as per CBC, Section 1011.12.2 exception. ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Provide a single line diagram for the new service. Include the following information: Number of meters. Service electrical description: (amperes, phase and voltage). Feeder overcurrent device and conductor sizing. Specify the Utility fault current available at the service equipment. For fault current mitigation, describe the electrical distribution equipment design as "engineered", "fully rated" or "series rated". Include the AIC specification rating of overcurrent devices throughout the system. Carlsbad CBC20 19-0444 September 30, 2019 At least (1) convenience receptacle outlet shall be installed within 50' of the electrical service (Does not apply to one- and two-family residential occupancies). CEC 210.64 A minimum overhead clearance distance of 6' shall be maintained above electrical equipment (panels, distribution boards, MCC, and Services). Please review the plans. CEC 110.26(E) For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2 ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) Alterations and Additions: Alternations shall meet the applicable requirements of Sections 110.0 through 110.9, Sections 120.0 through 120.6, and Section 120.8 through 130.5 in the Energy Standards. Please review Section 141.0(b) for complete design requirements. For the altered lighting, please provide the Table 141.0-E control designs and please provide the design on the plans. NRCC-PRF-01-E, (page 8 of 18) details the roof U-factor as R-30 however I can't locate any details for this assembly in the A sheets. Please provide. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Scott Humphrey at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad CBC20 19-0444 September 30, 2019 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0444 PREPARED BY: Kurt Culver DATE: September 30, 2019 BUILDING ADDRESS: 2825 State St. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq. FL) Multiplier TI Reg. Mod. VALUE ($) 106,732 Air Conditioning Fire Sprinklers TOTAL VALUE 106,732 Junsdiction Code cb I By Ordinance -- 1997 UBC Plan Check I Al l: Type of Review: E2) Complete Review 0 Structural Only :,qj O Repetitive Fee Repeats I Al *t 0 Other 11 Hourly EsGil Fee I Hr. @ * I $423.09 I Al Sli Comments: Sheet 1 of 1 CITY OF CAR LSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carIsbadca.ov DATE: December 10, 2019 PROJECT NAME: Pure Project Brewery PROJECT ID: CUP 2019-0021 PLAN CHECK NO: CBC 2019-0444 SEI#: 2 ADDRESS: 2825 State Street APN: 203-294-01 PROJECT: 2,206 SF brewery with a tasting room and outdoor patio fl This plan check review is complete and has been APPROVED by the Planning Division. By: Shannon Harker A Final Inspection by the Planning Division is required Z Yes 0 No You may also have corrections from one or more of the divisions listed below. Approval from these divisions maybe required prior to the Issuance* of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: tecsca0edesign@gmail.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Shannon Harker Chris Glassen Greg Ryan 760-602-4621 Shannon.Harker@carIsbadca.gov 760-602-2784 760-602-4663 Christoher.GIassen@carIsbadca.ov Greorv.Rvan@carIsbadca.ov ValRay Marshall Cindy Wong 760-602-2741 760-602-4662 VaIRay.MarshaII@carIsbadca.gov Cvnthia.Won@carIsbadca.Eov Linda Ontiveros Dominic Fieri 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadcaiov Dominic.Fieri@carlsbadcaov PLANNING DIVISION 404 k BUILDING PLAN CHECK Development Services Planning Division C ITY OF APPROVAL 1635 Faraday Avenue CARLSBAD P-29 (760) 602-4610 www.carlsbadca.eov PlanninQ comments: Repeat comment. Notice of Restriction shall be recorded prior to approval of the permit. t619, W1W ?.€S5 ')o1-7v ?F 4%r Repeat comment. Pay parking in-lieu fee for one parking space. rn 'F.e. T pi- Repeat comment. Confirm that no new A/C units are proposed. No new units are shown on the roof plan, but the application indicates that A/C will be provided. If A/C is proposed, 'i.. it shall be screened. In addition, please submit cross sections demonstrating that it's?A%l adequately screened from the street. Af - u1is <_-1 IJfl4)'E2tuqnN i'i-AA. Ju_1- ) L.o 75 5*0 4FASS 0cr7.S. Repeat comment. Please revise the cover sheet to add the parking calculation that was included as part of the discretionary permit. Please make sure to include reference to the requirement for the payment of one parking in-lieu fee for one parking space. o. Ii- us -- (u.. c - pi Repeat comment. Revise plans to add landscaping around the transformer (as committed to by the applicant). 4iç,c 1I 5 r%.,%v4 A o. I . Confirm if bike racks, ehown on the plane are exieting or proposed. w '- AwriS*a. w",- E-r--. Aa. New comment. Please provide correspondence with the next submittal demonstrating how/where each comment is addressed. / PUE . RECEIVED DEC '0 6 2019 .InC. CITY OF CARLSBAD BUILDING DIVISION CONSULTING ENGINEERS Z'' Structu ral Calculation 0 Pure Brewing Remodel/TI 2825 State Street Carlsbad, CA 92008 Job No. P19-029 Prepared By: PQE, Inc. Consulting Engineers 13484 Appalachian Way SanDiego, CA 92129 August 15, 2019 00) aT- Ce z 0) >< o NC•'i IX Z ED 2 (Y) 0 I 0< N -Jo (SI LL o U) w I,' me MOO '.WCNO 1• LI. 0 06 0 c,1cn W0 Cl) 00 LLJ Cr) 92129 13484 Appalachian Way • San Diego • CA • 8 5 8 ) 3 4 9 - 6 2 8 8 - 0 f fl c e C 8 6 6 ) 2 8 2 - 5 7 1 2. - F a x Structural Calculations ; PUE Project: Pure Brewing - Remodel/TI Project No: P19-029 Date: 8/15/19 "I By: MTM Sheet: Index Table of Contents General Information .............................Ci - G2 Roof Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RF1 -RF5 Deck Framing ...............................DF1 - DF3 Posts & Footings ..............................PF1 — PF8 Lateral Analysis ..................................Li - L4 Shear Walls .......................................L5 Overturning .......................................L5 Retrofit Holdown Anchors ..........................L6 - L9 Structural Calculations ' flfl[ Project: Pure Brewing - Remodel/TI IlLIL1m. Project No: P19-029 Date: 8/15/19 "IllI By: MTM Sheet: 4- Pure Brewing Tenant Improvement -Proiect Description: The project in question involves the remodel of an existing one-story commercial structure within the city of Carlsbad, CA. The existing structure utilizes a combination of typical 2x4 stud wall construction in conjunction w/ reinforced concrete masonry unit (CMU) walls. The existing roof structure is comprised of a combination of stick-framed and pre-manufactured roof framing members with conventional straight sheathing and plywood diaphragms. The wood-framed exterior of the perimeter walls are sheathed with wood siding with gypsum board finishes used throughout the interior. The existing foundation system consists of continuous perimeter and interior footings w/ conventionally reinforced slab-on-grade floors. The new remodel work involves the removal of various existing interior and exterior bearing wall elements, in combination with the removal of a portion of the existing roof structure at the north-west corner of the structure to facilitate an open-air patio/dining area. This area will utilize sawn-lumber deck joists and 2x planking as the finished deck surface. Aside from the portion of existing structure being removed in this area, no changes are being made to the overall building envelope or roof structure. With regard to lateral loads, the remodeled tenant space will be analyzed under current code, and a series of new plywood/OSB shear panels (with retrofit holdown anchors will be installed as required. Design Criteria: 2016 California Building Code (based on the 2015 IBC) max = 1,500 psf(+1/3 short term increase) Wind Criteria: 110 mph/Exposure C MWFRS Envelope Procedure Seismic Criteria: Seismic Design Category D R = 6.5 [All-Plywood Shear Wall Lateral System] Site Class = D (no soils report) S5 = 1.156 = 0.443 Fa = 1.037 F= 1.557 C = 0.112 Structural Calculations flfl Project: Pure Brewing - Remodel/TI 71 Project No: P19-029 Date: 8/15/19 IFHl By: MTM Sheet: 6-i Loading Criteria - Pure Brewing Remodel/TI Roof DL: Torch-Down Roofing 2.5 lx Straight Sheathing 2.3 2x8@24"o/c 1.5 Insulation 0.8 1/2" Gyp. Bd. 2.5 Mech'l/Misc 2.4 12.0 psf Roof LL: 20.0 psf Exterior Wall DL Wood Siding 1.1 2x4 Studs @16' 0/c 1.1 Insulation 0.4 1/2" Gyp. Bd. 2.5 Mech'l/Misc 0.9 6.0 psf Interior Wall DL 1/2" Gyp Bd. Ea. Side 5.0 2x4 Studs @ 16' 0/c 1.1 Mech'l/Misc 0.9 7.0 psf Structural Calculations Project: Pure Brewing - Rem Project No: P19-029 By: MTM Date: 8/15/19 Sheet: I - Structural Calculations r NWW W% 1 \ Project: Pure Brewing - Remodel/TI /as Inc.Project No: P19-029 Date: 8/15/19 - By: MTM Sheet: 1tJbL TpF( RL I .1 k Y*VL iY &4 4*i1 FI ZZc7 pI 1h/44rL jag I I _________ j4 k4z1 -"I R'bJ c'.?( Structural Calculations - I PGE—.Inc. Project: Pure Brewing - Remodel/TI Project No: P19-029 Date: 8/15/19 "I'll By: MTM Sheet: -)bt IPDpI - 4.E,k L- 11i4 POE, Inc. Consulting Engineers 13484 Appalachian Way San Diego, CA 92129 (858) 349-6288 Project Title: Pure Brewing TI Engineer: MTM Project ID: P19-029 Project Descr: M.a,+t i - F CtUserslMatttDOCUME-ltENERCA-lURE8R-l.Ec6 • P ENERCALC, INC. 1983-2017, Bulld:10.17.8.25, Ver:1O.17.8.25 LIC. Licensee: PACIFIC COAST STRUCTURAL ENGINEERING, LLC Description :_New Roof Framutg - - Wood Beam Design: RB-i Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x11.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2900 psi Fc - Prll 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pcI Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1016.535 ksi Annlied Loads Beam sell weight calculated and added to loads Unif Load: D = 0.0960, Lr = 0.160 k/ft, Tnb= 1.0 it Max fblFb Ratio = 0.370; 1 lb : Actual: 1,342.12 psi at 9.500 ft in Span #1 Fb: Allowable: 3,625.00 psi Load Comb: +D+Lr+H Max fv!FvRatio = 0.166: 1 lv : Actual: 60.04 psi at 0.000 ft in Span # 1 Fv : Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 L I.E I W g Left Support 1.09 1.52 Right Support 1.09 1.52 Wood Beam Design: HDR-i DOOI.Ift2} -' .1 0221,0026 190 R Max Deflections ki Transient Downward 0.379 in Total Downward 0.649 in Ratio 602 >360 Ratio 351 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3,5x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2900 psi Fc - PrIl 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pcI Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1016.535 ksi AoDlied Loads Beam sell weight calculated and added to loads UnilLoad: 0 = 0.1440, Lr = 0.220 kIlt, Trib= 1.0 it Design Summary Max fblFb Ratio = 0.457 1 lb : Actual: 1,619.10 psi at 6.000 it in Span # 1 Fb : Allowable: 3,543.22 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.251: 1 lv:Actual: 90.83 psi at 11.240 ft in Span #1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 1. I.E Left Support 0.92 1.32 Right Support 0.92 1.32 WU I440jO12)flf*t 35.925 .4. 1295 Max Deflections Transient Downward 0.224 in Total Downward 0.380 in Ratio 644 >360 Ratio 378 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: I POE. Inc. Project Title: Pure Brewing TI Consulting Engineers Engineer: MTM Project ID: P19.029 13484 Appalachian Way Project Descr San Diego, CA 92129 -' (858) 349-6288 I Pinitd IS AUG 2019, l20PM Multiple Sim lé Beam O8D0CUME1NERCAIPUREBECUj P ' - ENERCALC, INC. 1983-2017, BuUd:10.17.8.25. Ver:10.17.825 I Wood Beam Design: HDR-2 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 400, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations. Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb . Tension 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcI Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D :0.1080, Lr = 0.160 k/ft. Tñb 1.0 ft Design Summa Max fb/Fb Ratio = 0.773; 1 fb : Actual: 1,000.07 psi at 5.500 ft in Span # 1 Fb: Allowable: 1,293.34 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.284: 1 fv: Actual: 60.27 psi at 0.000 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Miiftèctions Max Reactions (k) 2 1. IJ a W g j Transient Downward 0.177 in Total Downward 0.304 in Left Support 0.63 0.88 Ratio 747 >360 Ratio 434 >240 Right Support 0.63 0.88 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: WoodBeam Design; HDR-3 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc- Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcI Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0480, Lr=0.020k/ft. Trib: 1.0 ft Design Summary Max fb/Fb Ratio = 0.527; 1 fb : Actual: 742.33 psi at 5.500 ft in Span # I Fb: Allowable: 1,409.62 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.134: 1 fv : Actual: 28.46 psi at 0.000 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) 2 1. lr fi Left Support 0.29 0.11 Right Support 0.29 0.11 O(0,o4e1%L,(tLq2Oi 4 ,0 11.01% Transient Downward 0.105 in Total Downward 0.379 in Ratio 1257 >360 Ratio 348 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: POE, Inc. Consulting Engineers 13484 Appalachian Way San Diego, CA 92129 (858) 349.6288 fFr Project Title: Pure Brewing TI Engineer: MTM Project ID: P19-029 Project Descr: Poied'. 17 SEP 2010. 1000AM Description: RB-2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(Qj(O3) W14x3O Span = 32.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.180, Lr = 0.30 klft, Tributary Width = 1.0 It DESIGN SUMMARY iiii• Maximum Bending Stress Ratio - = 0.768: 1 Maximum Shear Stress Ratio = 0.152 : I Section used for this span W14x30 Section used for this span W14x30 Me: Applied 65.296 k-ft Va Applied 8.162 k Mn I Omega: Allowable 84.970 k-ft VnlOmega Allowable 53.654 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 16.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.842 in Ratio = 455 "=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 1.433 in Ratio = 268 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnxlomega +D+Lr+H Dsgn.L = 32.00 ft 1 0.768 0.152 65.30 65.30 141.90 84.97 1.00 1.00 8.16 80.48 53.65 Overall Maximum Deflections Load Combination Span Max. - Deft Location in Span Load Combination Max. Deft Location in Span +D+Lr+H 1 1.4327 16.091 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination - Support 1 Support 2 OverallMAXimum 8.162 8162 - - Overall MiNimum 3.362 3.362 +D+Lr+H 8.162 8.162 D Only 3.362 3.362 IrOnly 4.800 4.800 Structural Calculations PGi - Project: Pure Brewing - Remodel/TI - Inc. Project No: P19-029 Date: 8/15/19 By: MTM Sheet: cv- i i"4 sic/ 4-34 II' I I POE, Inc. Consulting Engineers Project Title: En9ineer: Pure Brewing TI MTM Project ID: P19-029 13484 Appalachian Way Project Descr _-' San Diego, CA 92129 (858)349-6288 V Prkflad 15 NOV 2010. 12:5PU a_ .,, • •vi . '1'-B-'-" !ruuLuple lmp.e eam 3 -J .. ENERCALC INC 1983 2017 BuIld 1017825 Var 1017825 Description: New Deck Framing V WoodBeamDesignoji (2x(ä.16'olc) - V - ..... . - [ s ' .CalcuIatlons per NOS 2015 IBC 2015 CBC 2016 ASCE 710 BEAM Size: 2x12, Sawn, Fully Braced V Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx Aon!ied Loads Unif Load: D = 0.0080, L = 0.1330 k/ft. Trib: 1.0 ft Design Summa fb : Actual 808.82 psi at Max fb/Fb Ratio = 5.500 ft in Span #1 Fb: Allowable: 1,035.00 psi Load Comb: +D+L+H 4 MaxfvlFvRatio= 0.319:1 fv: Actual : 57-44 psi at 0.000 ft in Span #1 - Fv : Allowable: 180.00 psi Load Comb: +D+L+H _V- Max Reactions (k) 2 I. I.r It Transient Downward 0.155 in Total Downward 0.164 in Left Support 0.04 0.73 Ratio 853 >360 Ratio 804 >240 Right Support 0.04 0.73 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design 'DJ-1 (2x & 12 o/c) *. 4 '3 CalciIatlons"per NDS 2015 IBC 2015 CBC 2016 ASCE 7-10 - ,.- BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20pc1 Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Aonlied Loads V Unif Load: D :0.0060, L = 0.10 k/ft, Trib= 1.0 ft - Design Summaiv Max fb/Fb Ratio = 0.790; 1 fb : Actual: 899.41 psi at 5.500 ft in Span # I Fb: Allowable: 1,138.50 psi Load Comb: +D+L+H Max fv/FvRatio = 0.301:1 Iv : Actual: 54.20 psi at 0.000 It in Span # I Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) Q L LE a mf E ti Transient Downward 0.209 in Total Downward 0.222 in Left Support 0.03 0.55 Ratio 630 >360 Ratio 595 >240 Right Support 0.03 0.55 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in V Ratio 9999 Ratio 9999 LC: LC: 1,600.0 ksi Density 31.20 pcI 580.0 ksi I PQE, Inc. Consulting Engineers 13484 Appalachian Way San Diego, CA 92129 (858) 349-6288 Project Title: Pure Brewing TI Engineer: MTM Project Descr: Project ID: P19-029 Printed: 15 NOV 2019. 12:53PM i. • • • i ..u.11p.e Simple Beam - .. ENERCALC, INC. 1983-2017, Bulld:10.17.8.25, Ver:1O.17.8.25 Wood Beam Design: DJ-1 (4x (cD, 16" o/c) Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.0080, L = 0.1330 k/it, Trib 1.0 ft Design Summaiy Max fb/Fb Ratio = 0.620;-i fb Actual: : Actual: 834.65 psi at 5.500 ft in Span # 1 .• -. - Fb :Allowable: 1,345.50 psi 4.0 Load Comb: +D+L+H £ Maxfv/FvRatio= 0.228:1 Iv : Actual: 40.95 PS! at 0.000 ft in Span # 1 Fv : Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Transient Downward 0.248 in Total Downward 0.263 in Left Support 0.04 0.73 Ratio 532 >360 Ratio 502 >240 Right Support 0.04 0.73 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: DJ-1 (4x (ED 12" 0/c) - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcI Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Anolied Loads Unit Load: D = 0.0060, L = 0.10 k/lt, Trib= 1.0 ft Design Summar, Max fb/Fb Ratio = 0.810: 1 fb : Actual: 1,090.29 psi at 5.500 ft in Span # 1 Fb: Allowable: 1,345.50 psi Load Comb: +D+L+H Max fv/FvRatio = 0.232: 1 Iv: Actual: 41.79 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) 12 L Lr a W E Left Support 0.03 0.55 Right Support 0.03 0.55 u0w6quu10l - :--- LOl it Transient Downward 0.427 in Total Downward 0.452 in Ratio 309 >300 Ratio 291 >240 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Post Summary -Pure Brewing Remodel/TI Ek DL (k) Roof LL (k) TI (k) Height Req'd Studs/Post a 2.6 3.7 6.3 9 4x6 P-lb 1.1 1.5 2.6 9 (&)Ci-'i..4 €/ P-2 1.8 2.6 4.4 8 4x6 8.7 (See Enercaic Output) Put - Inc. 1,-'3 f f'Ti4c? Structural Calculations Project: Pure Brewing - Project No: P19-029 By: MTM Date: 8/15/19 Sheet: re-i r-z. r-la _- r--1 I I I I I I I I I I 1 0 .• 61 (l M'•-L I& L I, 4 Pnr.0. F 13 F (cG.sr'b) Structural Calculations Project: Pure Brewing - Project No: P19-029 By: MTM Ir Date: 8/15/19 Sheet: rv-z. I PgE.Inc. CONSULTING ENGINEERS ~rc a, 'S' ,••'; * • Pure Brewing Remodel/TI RECEIVED 2825 State Street SEP 17 2019 Carlsbad, CA 92008 CITY OF CARLSBAD Job No. P1 9-029 • BUILDING DIVISION • Prepared By: PQE, Inc. Consulting Engineers 13484 Appalachian Way San Diego, CA 92129 August 15, 2019 13484 Appalachian Way • San Diego • CA • 921 2 9 C 8 5 8 ) 3 4 9 - 6 2 8 8 - 0 ff1 c e Structural Calculations PUE Project: Pure Brewing - Remodel/TI Project No: P19-029 Date: 8/15/19 By: MTM Sheet: Index Table of Contents General Information ..............................Gi - G2 Roof Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RF 1 -RF4 Posts & Footings ............................... PF1 - PF6 Lateral Analysis .................................Li - L4 Shear Walls ........................................L5 Overturning .......................................L5 Retrofit Holdown Anchors ...........................L6 - L9 M Structural Calculations PUIE . Project: : 1Brewing - Remodel/TI 9-029 Date: 8/15/19 hull By: MTM Sheet: -1 Pure Brewing Tenant Improvement -Project Description: The project in question involves the remodel of an existing one-story commercial structure within the city of Carlsbad, CA. The existing structure utilizes a combination of typical 2x4 stud wall construction in conjunction WI reinforced concrete masonry unit (CMU) walls. The existing roof structure is comprised of a combination of stick-framed and pre-manufactured roof framing members with conventional straight sheathing and plywood diaphragms. The wood-framed exterior of the perimeter walls are sheathed with wood siding with gypsum board finishes used throughout the interior. The existing foundation system consists of - continuous perimeter and interior footings w/ conventionally reinforced slab-on-grade floors. The new remodel work involves the removal of various existing interior and exterior bearing wall elements, in combination with the removal of a portion of the existing roof structure at the north-west corner of the structure to facilitate an open-air patio/dining area. Aside from the portion of existing structure being removed in this area, no changes are being made to the overall building envelope or roof structure. With regard to lateral loads, the remodeled tenant space will be analyzed under current code, and a series of new plywood/OSB shear panels (with retrofit holdown anchors will be installed as required. Design Criteria: 2016 California Building Code (based on the 2015 IBC) max = 1,500 psf(+1/3 short term increase) Wind Criteria: 110mph/Exposure C MWFRS Envelope Procedure Seismic Criteria: Seismic Design Category D R = 6.5 [All-Plywood Shear Wall Lateral System] Site Class = D (no soils report) Ss = 1.156 = 0.443 Fa = 1.037 F= 1.557 C5=0.112 Structural Calculations Project: Pure Brewing - Remodel/TI Inc. Project No: P19-029 Date: 8/15/19 I " By: MTM Sheet: c-Z LI Loading Criteria - Pure Brewing Remodel/TI Roof DL: Torch-Down Roofing 2.5 1 x Straight Sheathing 2.3 2x8@24".o/c 1.5 Insulation 0.8 1/2" Gyp. Bd. 2.5 Mech'l/Misc 2.4 12.0 psf Roof LL: 20.0 psf Exterior Wall DL Wood Siding 1.1 2x4 Studs @ 16'o/c 1.1 Insulation 0.4 1/2" Gyp. Bd. 2.5 Mech'l/Misc 0.9 6.0 psf Interior Wall DL 1/2" Gyp Bd. Ea. Side 5.0 2x4 Studs @16' 0/c 1.1 Mech'l/Misc 0.9 7.0 psf Structural Calculations P mr z as Project: Pure Brewing - Remodel/TI LL.Inc. Project No: P1 9-029 Date: 8/15/19 By: MTM Sheet: RF-1 L45. 'Y*DL i1; eI-h71 6f, -~ I Y4$ rLI Structural Calculations Project: Pure Brewing - Remodel/TI r Project No: P19-029 Date: 8/15/19 G-E-Inc. By: MTM Sheet: fZ E t (co,z7) tJbL T('f( F 1• t • 1iJ1: /97Ic '1 1 1 1 L*49'< Ic4Z1 S44-c1tk POE. Inc. Project Title: Pure Brewing TI f 1tv Consulting Engineers Engineer: MTM Project ID: P19-029 13484 Appalachian Way Project Descr: San Diego, CA 92129 (858) 349-6288 Fñned: IS AUG 2019. 1:15PM I Multiple Simple Beam File ENERCALC. INC. 1983-2017. Bulld:10.17.8.25,Ver:10.17.825 I Description: New Roof Framing Wood Beam Design: RB-i Calculations per NDS 2015 IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x11.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2900 psi Fc - PrIl 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pd Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1016.535 ksi AoIied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0960, Lr = 0.160 k/ft, lrib 1.0 ft Design Summa Max fb/Fb Ratio = 0.370: 1 lb :Actual: 1,342.12 psi at 9.500 ft in Span #1 Fb: Allowable: 3,625.00 psi Load Comb: +D+Lr+H Maxfv/FvRatio= 0.166:1 lv : Actual: 60.04 PS! at 0.000 ft in Span # 1 Fv: Allowable: :362.50 Psi Load Comb: +D+Lr+H MiDIflEtions Max Reactions (k) Q I. Lc S W S Transient Downward 0.379 in Total Downward 0.649 in Left Support 1.09 1.52 Ratio 602 >360 Ratio 351 >240 Right Support 1.09 1.52 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: HDR-i Calculations per NOS 2015, IBC 2015, CBC 2016,ASCE 7-10 BEAM Size: 3.5x9.25, Parallam PSL, Fu Using Allowable Stress Design Wood Species: Trus Joist Fb - Tension 2900 psi Fc - Pril Fb - Compr 2900 psi Fc- Perp AnDlied Loads Beam self weight calculated and added to loads Unif Load: D = 0. 1440, Lr = 0.220 k/ft. Tnb 1.0 ft Design Summary Max fblFb Ratio = 0.457. i ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade: Parallam PSL 2.OE 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.05 pci 750 psi Ft 2025 Psi Eminbend - xx 1016.535 ksi 010 ol0l.10 '001 III 41 525.1125 190 ft lb : Actual: 1,619.10 psi at 6.000 ft in Span # I Fb : Allowable: 3.543.22 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.251: 1 iv : Actual: 90.83 psi at 11.240 ft Fv : Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L LE S Left Support 0.92 1.32 Right Support 0.92 1.32 in Span # 1 3-5g,25 Transient Downward 0.224 in Total Downward 0.380 in Ratio 644>360 Ratio 378 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: I POE, Inc. Project Title: Pure Brewing TI ( Consulting Engineers Engineer: MTM Project ID: P194129 13484 Appalachian Way Project Descr: San Diego, CA 92129 (858) 349-6288 ____ Piintd: V.; AUG 2019. 1:20PM [Multiple Simple Beam File ENERCALC, INC. 1983-2017, Build: 10.17.8.25, Ver:10.17.8.25 I Wood Beam Design: HDR-2 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - PrIl 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcI Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Anolied Loads Beam self weight calculated and added to loads Unif Load: D = 0. 1080, Lr = 0.160 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.773 1 fb : Actual: 1,000.07 psi at 5.500 ft in Span # 1 Fb: Allowable: 1,293.34 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.284: 1 fv : Actual: 60.27 psi at 0.000 It in Span # 1 Allowable: 212.50 psi I Load Comb: +D+Lr+H Max Deflections Max Reactions (k) Q I. t.l A w g ti Transient Downward 0.177 in Total Downward 0.304. in Left Support 0.63 0.88 Ratio 747 >360 Ratio 434 >240 Right Support 0.63 0.88 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 'Wood ',Beam Design HDR-3 - Calculations perNDS 20151-113C 2015,CBC 2016, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - Prli 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcI Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Emlnbend - xx 470.0 ksi 0(0 1080LUCO 1110) 4ft 111 - 11.011 Aoolied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0480, Lr: 0.020 k/ft, Trib= 1.0 It Design Summary Max fb/Fb Ratio = 0.527: 1 lb : Actual: 742.33 psi at 5.500 ft in Span # I Fb: Allowable: 1,409.62 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.134:1 Iv : Actual: 28.46 psi at 0.000 It in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q k 1.1 A V E Left Support 0.29 0.11 Right Support 0.29 0.11 0(00000L!(0.U20) I 40 71 - 11.011 Transient Downward 0.105 in Total Downward 0.379 in Ratio 1257>360 Ratio 348 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Post Summary -Pure Brewing Remodel/TI Mark DL (k) Roof LL (k) TI (k) Height Req'd Studs/Post P-la 2.6 3.7 6.3 9 4x6 P-lb 1.1 1.5 2.6 9 P-2 1.8 2.6 4.4 8 4x6 (See Enercak Output) Fwmwu@m. Inc. f'rr4cr? Structural Calculations Project: Pure Brewing — Remodel/TI Project No: P19-029 Date: 8/15/19 By: MTM Sheet: r1-i 1\T1ir ii I .1 L I L II I I r-' _ I till I IL_ — — i L II c1,n-_F. •• lt .,P (,/)I4 PUE.Inc. Structural Calculations Project: Pure Brewing - Remodel/TI Project No: P19-029 Date: 8/15/19 By: MTM Sheet: Ir I POE, Inc. Consulting Engineers 13484 Appalachian Way . San Diego, CA 92129 '-' (858) 349.6288 Wood Column lfi4''EIIiuIs1:5lIP Description: Post P-la Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design End Fixies Top & Bottom Pinned Overall Column Height 9 ft (Used for non-slender calculations Project Title: Pure Brewing TI Engineer: MTM Project Descr: f. Project ID: P19-029 Prin!el: 22 AUG 2019. 9.I5AM INC. 19812017, Buiid:10.17.8.25. Ver:10.17.8.25 Wood Section Name 4x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Wood Species Douglas Fir - Larch Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.250 in Cf or Cy for Bending 1.0 Fb+ 875 psi Fv 170 psi Area 19.25 iflA2 Cf or Cv for Compression 1.0 Fb - 875 psi Ft 425 psi lx 266.93 inA4 Cf or Cv for Tension 1.0 Fc - PrIl 600 psi Density 31.2 PCf ly 68.78 nM Cm: Wet Use Factor 1.0 Fc - Perp 625 psi Ct: Temperature Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Cfu : Flat Use Factor Bending Axial 1.0 Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1300 1300 1300 ksi Use Cr: Repetitive? No Minimum 470 470 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 9 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 9 ft. K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 37.538 lbs Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, 0 = 2.60, Lr = 3.70 k DESIGNS_MIIARY__- Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.9959:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr+H Top along V-V 0.0 k Bottom along V-V 0.0 k Governing NDS Forumla Comp Only, fclFc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Detlections... At maximum location values are... Along V-V 0.0 In at 0.0 ft above base Applied Axial 6.338k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc: Allowable 346.325 psi f or load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Comoression Tension Load Combination +D+Lr+H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 212.50 psi Load Combination Results Load Combination - - o Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C Stress Ratio Status Location Stress Ratio Status Location +D+Lr+H 1.250 0.462 0.9959 PASS 0.0ft 0.0 PASS 9.0 ft I POE, Inc. Project Titie: Pure Brewing TI fl 4 Consulting Engineers Engineer: MIM Project ID: P19-029 13484 Appalachian Way Project Descr: San Diego, CA 92129 - (858) 3496288 Pñnted: 22 AUG 2019, 9;15AM LWood Column - - - F1IeC:WersWatly1OOCUME-1ENERCA-lPURE8R-1.EC6 I ______________________________________________ ENERCAIC, INC. 1993-2017. 61ild:10.11.8.25. Ver:10.17.8.25 x I '.1 Description: Post P-la Sketches .E- 0 U, IN U, 3.50 in ?' POE, Inc. Consulting Engineers 13484 Appalachian Way San Diego, CA 92129 (858) 349.6288 Project Title: Pure Brewing TI Engineer: MTM Project ID: P19-029 Project Descr: 5:18AM Description: Post P.2 Code References Calculations per NOS 2015. IBC 2015. CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn (IJcpd for non -clpnth'r r,.Ir,iLiHnn. Wood Species Douglas Fir - Larch Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.250 in Cf or Cv for Bending 1.0 Fb + 875 psi Fv 170 psi Area 19.25 inA2 Cf or Cv for Compression 1.0 lx 266.93 in1*4 Cf or Cv for Tension 1.0 Fb - 875 psi Ft 425 psi ly 68.78 mM Cm : Wet Use Factor 1.0 Fc- Pill 600 psi Density 31.2 Pf Ct: Temperature Factor 1.0 Fc- Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1300 1300 1300 ksi Use Cr: Repetitive? No Minimum 470 470 n,....All i. 1k. .,.I,I;..,. .,u.,.,. IO%.V WJIUIU'JII JUl UuII.UVlU Uu.rllulJ aivii WJUlIIJI. X-X (width) axis: Unbraced Length for X-X Axis buckling = 8 ft. K = 1.0 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 8 ft, K = 1.0 Applied Loads - . Service loads entered. Load Factors will be applied for calculations. Column self weight included: 37.538 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, D = 1.80, Lr = 2.60 k DESIGN SUM ARY- Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6973:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr+H Top along V-V 0.0 k Bottom along V-V 0.0 k Governing NOS Forumla Comp Only, fc/Fc' Top along XX 0.0 k Bottom along X.X 0.0 K Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections At maximum location values are... Along V-V 0.0 in at 0.0 it above base Applied Axial 4.438k for load combination: nfa Applied Mx 0.0 k-fl Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 346.325 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio 0.0 1 Bending Comoresson Tension Load Combination +D+Lr+H Location of max.above base 9.0 it Applied Design Shear 0.0 psi Allowable Shear 212.50 psi Load Combination Results -- - - - --.- - Load Combination C o Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C p Stress Ratio Status Location Stress Ratio Status Location - +D+Lr+H 1.250 0.462 0.6973 PASS 0.0111 0.0 PASS 9.0ff r, 'V 1 I1 d t, paLl. 4*6 x I POE, Inc. Project Titie: Pure Brewing TI Consulting Engineers Engineer: MTM Project ID: P19.029 13484 Appalachian Way Project Descr: San Diego, CA 92129 (858) 349.6288 I Piin!ed22 AUG 209, 9:18AM I Wood Column File UèMaflDOCUME-1ENERCAltPURE8RfEc6 L ENERCAIC, INC. 1993.2087, Build:10.17.825, Ver:10.17.8.25 Lic. # : KW-06008437 Licensee: PACIFIC COAST STRUCTURAL ENGINEERING, LLC Description: Post P-2 Sketches 3.50 in Structural Calculations P r E Project: Pure Brewing - Remodel/TI Inc. Project No: P19-029 Date: 8/15/19 By: MTM Sheet: (.71 Seismic Lateral Loading Criteria 2016 CBC &ASCE 7-10 Occupancy Classification: R2 Seismic Risk Category: ii 'e 1.00 (importance Factor) r 1.3 [Redundancy Factor] h 10 [Height of Structure (ft)] Ct 0.02 (Building Period Coefficient Per ASCE Section 12.8-21 x 0.75 (Building Period Coefficient Per ASCE Section 12.8-21 T. 0.112 (Approximate Fundamental Period) Site Class: D (No Soils Report Provided) R 6.50 (All-Plywood Shear Wail System) Sa 1.156 (USGS Geohazard Online Mapping Tool/CBC Figure 16) 3.3.1 (1)) 5, 0.443 (USGS Ceohazard Online Mapping Tool/CBC Figure 161 3.3.1 (2)) Fa 1.037 (Table 1613.3.3 (1)) Fv 1.557 [Table 1613.3.3 (2)) Equation 16-37: S MS = 1.199 Equation 16-38: S Ml = 0.690 Equation 16-39: S DS = 0.799 Equation 16-40: S Di = 0.460 Table 1613.3.5 (1): Short Period SDC = 0 Table 1613.3.5 (2): 1-Sec Period SOC 0 I use Seismic Design Category D <---- Per ASCE 7-10 Equivalent Lateral Force Procedure (Section 12.8) Ti. =8 [Figure 22-16) V = Cs W (Equation 12.8-11 Cs = 0.123 (Equation 12.8-21 Max Cs - 0.629 [Equation 12.8-31 Min Cs = 0.035 [Equation 12.8-51 (as modlied by the City of San Diego) Therefore, Cs = 0.160 g (Strength Level1 <---- Cs 0.112 9 (Service Level) NIcITE.t p rc (& Qii-) wikLps S Lo r;. OSHPD Pure Brewing 2825 State St, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1610394, -117.35024850000002 Army Na y9 Sports Complex % 0 S 0 0.. ° Carlsbad Villaaefl Blue Ocean Robata & Sushi Bar 19 Jack in the Box 9 lsbad Alkaline water 9 by- PiPort Carlsbad Nii 9 9 LnnForbes Sculpture 0* Map data 02019 Date 8/15/2019.2:02:49 PM Design Code Reference Document ASCE7-1 0 Risk Category 11 Site Class D - Stiff Soil Type Value Description Ss 1.156 MCER ground motion. (for 0.2 second period) S1 0.443 MCER ground motion. (for lOs period) SMS 1.2 Site-modified spectral acceleration value SMI 0.69 Site-modified spectral acceleration value Sos 0.8 Numeric seismic design value at 0.2 second SA SD, 0.46 Numeric seismic design value at 1.0 second SA Type Value Description SOC D Seismic design category F0 1.037 Site amplification factor at 0.2 second F0 1.557 Site amplification factor at 1.0 second PGA 0.46 MCEG peak ground acceleration FPOA 1.04 Site amplification factor at PGA PGAm 0.478 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.156 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.232 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.532 Factored deterministic acceleration value. (0.2 second) SI RT 0.443 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.447 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S11) 0.623 Factored deterministic acceleration value. (1.0 second) PGAd 0.597 Factored deterministic acceleration value. (Peak Ground Acceleration) 2.5 5.0 7.5 Period, T (sec) - Sa(g) 1.0 0.5 0.0 0.0 MCER Response Spectrum 1.5 - ----- -- - . L-' Design Response Spectrum 0.8 2.5 5.0 7.5 Period, T (sec) - Sa(g) DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers mother licensed professionals. SEAOC I OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. 0.6 0.4 0.2 0.0 0.0 Structural Calculations ' \a aff Project: Pure Brewing - Remodel/TI 6k, L K Project No: P1 9-029 Date: 8/15/19 - - By: MTM Sheet: L.-1'L (cø) Fi LAIT'L -oJJS e Structural Calculations PUE Project: Pure Brewing - Remodel/TI Project No: P19-029 Date: 8/15/19 By: MTM Sheet: L- Shear Wall Summary - Pure Brewing Remodel/TI Level Line Force (k) Length (ft) v (plf) Plywood 1 1 1.3 10 130 Type A 2 13 202 Type Shear Wall Types: Type 6: 1/2" Str-1 w/ 1 Od @ 6" 0/c ---> Good for 340 plf Type 4: 1/2" Str-1 w/ lOd @ 4" 0/c ---> Good for 510 plf Type 3: 1/2" Str-1 w/ 1 Od @ 3" 0/c ---> Good for 665 plf Overturning Summary - Pure Brewing Remodel/TI Level Line Wall I Ht F I w Wt P dl OT 0.6Mr Uplift Holdown Reg'd 1 1 1 5 9 0.7 12 0.3 0.2 5.9 1.1 1.0 HDU-2 @Ea. End 2 5 9 0.7 12 0.3 0.2 5.9 1.1 1.0 HDU-2 @Ea. End A 1 4 9 0.6 12 0.5 0.0 5.4 0.7 1.2 HDU-2 @ Door Jamb 2 9 9 1.4 12 0.3 0.0 12.6 1.1 1.3 HDU-2 @Ea. End (4) Om- WOg- L1ri- L. 01b .•- Olb x 1 L- I1ItSJI Anchor Designer Software — Version 2.5.6326.30 a 1.Proiect Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACl 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, he, (inch): 12.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes h. (inch): 15.13 Cw (inch): 22.38 C.,,i, (inch): 1.75 (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Yes Ductility section for tension: 17.2.3.4.3 (a) (iii)-(vi) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied 00 factor: not set Apply entire-shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 'I> Company: POE, Inc. I Date: 8/22/2019 Engineer: MTM Page: 1/4 Project: Pure Brewing Remodel/TI Address: Phone: (858) 349-6288 E-mail: mattpqe-inc.com Project description: Commercial Remodel & TI Location: Grid Line 4 Fastening description: Retrofit Holdown Anchors Base Material Concrete: Normal-weight Concrete thickness, h (inch): 20.00 State: Cracked Compressive strength, f'c (psi): 2500 9'c.v: 1.0 Reinforcement condition: B tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range. Short/Long: 150/110F Ignore 6do requirement: Not applicable Build-up grout pad: No 1820 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strung-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1lL'1Ièi'JU Anchor DesignerTM Software .. I Version 2.5.6326.30 <Figure 2> Company: POE, Inc. I Date: 8/22/2019 Engineer: MTM I Page: 2/4 Project: Pure Brewing Remodel/TI Address: Phone: (858) 349-6288 E-mail: mattpqe-inc.com Recommended Anchor Anchor Name: SET-XP® - SET-XP WI 5/8'0 F1554 Cr. 36 Code Report: ICC-ES ESR-2508 F-i U'." . Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com I . L- II'iI']I Anchor DesignerTm Software Version 2.5.6326.30 Company: POE, Inc. I Date: 8/22/2019 Engineer: MTM Page: 3/4 Project: Pure Brewing Remodel/TI Address: Phone: (858) 349-6288 E-mail: I matt@pqe-inc.com Resulting Anchor Forces - Anchor Tension toad, Shear load x, Shear load y, Shear load combined, Nw (lb) Vuw (lb) Vuay (lb) /(Vuaz)2+(Vuay)2 (lb) 1 1820.0 0.0 0.0 0.0 Sum 1820.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 1820 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis. e' (inch): 0.00 Eccentricity of resultant tension forces in y-axis, ep (inch): 0.00 Ste'el Strength of Anchor In Tension (Sec. 17.4.1) N (lb) 0 ØNm (lb) 13110 0.75 9833 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 Nb = kA01fh0,'-5 (Eq. 17.4.2.2a) kc AD f' (psi) hei (In) Nb (lb) 17.0 1.00 2500 12.000 35334 0.750Nce = 0.750(A,/AN)cfLNY'cNcp.NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) A (in2) Aft. 02 Comln (in) 'POU.N PC. PCP. Nb (Ib) 0 0.75#Ncb (lb) 711.00 1296.00 1.75 0.729 1.00 1.000 35334 0.65 6891 Adhesive Strength of Anchor In Tension (Sec. 17.4.5) Th.cr = ,fVo'f4Kso,aNwiu flia (psi) fuhaa-Iom, Kwt amsub Dc, (psi) 435 1.00 1.00 1.00 435 N = 20r8 nd0h0,(Eq. 17.4.5.2) As Te, (psi) da (in) h5, (in) N55 (lb) 1.00 435 0.63 12.000 10249 0.750N9 = 0.750 (ANO/ANaO) Pwjvs Y'cp.NaNba (Sec. 17.3.1 & Eq. 17.4.5.1a) AN5 (in2) ANuS (in2) CNO (in) (in) P.Na WONO Nag (lb) 0 0.750Na (lb) 96.76 150.57 6.14 1.75 0.786 1.000 10249 0.55 2134 ØNsus, = 0.550Ne, (Eq. 17.3.1.2) Naa(Ib) ONsgst (lb) 0.55 10249 3100 Input data and results must be chocked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtle.com I Anchor DesignerTm I Software Version 2.5.6326.30 S Company: POE, Inc. I Date: 8/22/2019 Engineer: MTM I Page: 4/4 Project: Pure Brewing Remodel/TI Address: Phone: (858) 349-6288 E-mail: I mattpqe-inc.com Results Interaction of Tensile and Shear Forces (Sec. 17.6 Tension Factored Load. N (lb) Design Strength, eN (lb) Ratio Status Steel 1820 9833 0.19 Pass Concrete breakout 1820 6891 0.26 Pass Adhesive 1820 2134 0.85 Pass (Governs) Adhesive (sustained) 1820 3100 0.59 Pass SET-XP w/ 518"0 F1554 Gr. 36 with hef = 12.000 Inch meets the selected design criteria. ACI 318-14 Section 17.2.3.4.3(a) Ifl & (u) Calculations for Ductility requirement for tension load Steel Factored Load, N (lb) 1.2 x Nominal Strength, N (lb) Ratio Steel 1820 15732 11.6% Concrete Nominal Strength, N (lb) Nominal Strength, N (lb) Ratio Concrete breakout 1820 14135 12.9% Adhesive 1820 5174 35.2% Governs Adhesive (sustained) 1820 . 5637 32.3% ACI 318-14 Section 17.2.3.4.3(a) (i) & (ii) is not satisfied since steel ratio does not govern. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Brittle failure governs for tension. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-14 Sections 17.2.3.4.3 (a)(iii) to (vi), (b), (c) or (d) is satisfied for tension loading, select appropriate checkbox from Inputs tab to disable this message. Alternatively, DO factor can be entered to satisfy ACI 318-14 Section 17.2.3.4.3(d) to increase the earthquake portion of the loads as required. Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Structural Calculations . fr_•_••.,. ( fl .. Project: Pure Brewing - Remodel/TI mom POEi.Inc. - Project NÔ P19-029 Date: 3/12/20 "II By: MTM Sheet: 2025 5fAm 0444 POE, Inc. Consulting Engineers 13484 Appalachian Way San Diego, CA 92129 (858) 349-6288 Description: Post P-la Project Tille: Pure Brewing TI Engineer: MIM Project Descr: t. rr-- Project ID: P19-029 Pnnd: 22 AUG 2019. 915A1J CUME;1ENERCAiPUREBR-1.E( 83-2011,Build:1017,825, Vér:1O.11.B.25 RECEIVFn Cede References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 flCT62o19 Load Combinations Used: ASCE 7-10 GenéraIInforthation CITY OF CARLSBAD Analysis Method: Allowable Stress Design Wood Section Name 4x6 BUICbTN G DIVISION End Fixities lop & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9 It Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.250 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 19.25 inA2 CforCv for Compression 1.0 Fb+ 875 psi Fv 170 psi lx 266.93 jA4 Cf or Cv for Tension 1.0 Fb- 875 psi Ft 425 psi ly 68.78 ina4 Cm : Wet Use Factor 1.0 H Fc - Prll 600 psi Density 31.2 pd Ct : Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 lIDS >0 Basic 1300 1300 1300 ksi Use Cr: Repetitive? No Minimum 470 470 Brace condition for deflection (buckling) along columns: lull. X-X (width) axis: Unbraced Length for X-X Axis buckling = 9 ft. K = 1.0 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 9 if, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations.Q Column self weight included: 37.538 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft. D = 2.60, Lr = 3.70 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.9959:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr+H Top along Y-Y 0.0 k Bottom along V-V 0.0 k Governing NOS Forumla Comp Only, fclFc' Top along X-X 0.0 k Bottom along X.X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along V-V 0.0 in at 0.0 it above base Applied Axial 6.338k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 it above base Fe: Allowable 346.325 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.0 :1 Bendina Compression Tension Load Combination +D+Lr+H Location of max.above base 9.0 It Applied Design Shear 0.0 Psi Allowable Shear 212.50 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C Stress Ratio Status Location Stress Ratio Status Location - - +D+Lr+H 1.250 0.462 - 0.9959 PASS 0.0 ft 0.0 PASS 9.0 ft I CBC20I9-0444 2825 STATE ST PURE PROJECT: 2,206 SF T.I. RETAIL TO BREWERY II DEMO 335 SF ENCLOSED PATIO AND MAKING A NEW I 335 SF PATIO DEV201 8-0196 2032940100 12/6/2019 CBC20I 9-0444 I r I POE, Inc. Consulting Engineers 13484 Appalachian Way San Diego, CA 92129 (858) 349-6288 Column Project Title: Pure Brewing TI Engineer: MTM Project ID: P19-029 Project Descr: 9:15AM INC. 1983-2017. 8ulld:10.11.8.25, Ver:10.17.825 Description: Post P-la Sketches 4I :a It 1 •• C . • ..!• -;4 Load1 - In N -J 1 3.50 in I POE, Inc. Project Title: Pure Brewing TI f IF Consulting Engineers Engineer: MTM Project ID: P19-029 13484 Appalachian Way Project Descr: A~z San Diego, CA 92129 ---" (858) 349.6288 Printed: 22 AUG 2019. 9:18A1.4 W"d ci' illr% File CiUsetMat1yDOCUME-1tENERcA-1tPUREBR1 Ecs ENERCALCINC1983-2017,Bulld:10.11.8,25,Ve1O.17.8.25 _____ Ur • .7T.eIr.0 TA T 1, T:1IENIUI 1.rdIIar1Irrr..i Description: Post P.2 Code Réfeiènces Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information,* Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn (Used for non -slender, calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.250 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 19.25 lfle2 Cf or Cv for Compression 1.0 Fb+ 875 psi Fv 170 psi lx 266.93 mM CforCv for Tension 1.0 Fb- 875 psi Ft 425 psi 1y 68.78 inA4 Cm: Wet Use Factor 1.0 Fc - Pill 600 psi Density 31.2 P Ct: Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.32 Basic 1300 1300 1300 ksi Use Cr: Repetitive? No Minimum 470 470 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 8 ft. K = 1.0 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 8 ft, K = 1.0 Applied Loads - - - Service loads entered. Load Factors will be applied for calculations. Column self weight included: 37.538 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, D = 1.80, Lr = 2.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6973:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr+H Top along Y-Y 0.0 k Bottom along Y.Y 0.0 k Governing NDS Fonimla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Lead Lateral Deflections At maximum location values are... Along Y.Y 0.0 in at 0.0 ft above base Applied Axial 4.438k for load combination: nia Applied Mx 0.0 k-ft Applied My 0.0 li-ft Along X-X 0.0 in at 0.0 ft above base Fc : PJlowable 346.325 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.0 :1 Bendino Compression IaniQn Load Combination +D+Lr+H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Jlowable Shear 212.50 psi Load Combination Results Load Combination +D+Lr+H Maximum Axial + Bending Stress Ratios C D C p - Stress Ratio Status Location 1.250 0.462 Maximum Shear Ratios Stress Ratio Status Location 0.6973 PASS 0.0 ft 0.0 PASS 9.0 ft 1. - 3.50 in t.rc-cD Project Tide: Pure Brewing TI Engineer: MTM Project ID: P19-029 Project Descr: Punted: 22 AUG 2019. 9:18AM ERCA-11PtJREBR-1.EC8 x I POE, Inc. Consulting Engineers AXL~ 13484 Appalachian Way San Diego, CA 92129 (858) 349.6288 Wood Column Description: Post P.2 Sketches; C 0 In N In - I POE, Inc. Project Title: Pure Brewing TI r It Consulting Engineers Engineer: MTM Project ID: P19-029 13484 Appalachian Way Project Descr: San Diego, CA 92129 '-" (858) 349.6288 I . PrInted: 17 SEP 2019. 1010AM , .. . z Re= C:lUsersWaUV=UME-IIENERCA-itpuREOR-I.EC6 ENERCALC INC 1983-2017 8ui1d1011825 Ver1017825 lUTitEIPDII1&P De Licensee: PACIFIC COAST STRUCTURAL ENGINEERING; scription: Post Post P-3 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 - rGeiiiiI thfFrtion Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Trus Joist Exact Depth 5.250 in Cf or Cv for Bending 1.0 Wood Grade Parallam PSL 2.OE Area 19.25 ine2 Cf or Cv for Compression 1.0 Fb+ 2900 psi Fv 290 psi lx 26693 ine4 CforCv for Tension 1.0. Fb - 2900 psi Ft 2025 psi ly 68.78 jflA4 Cm : Wet Use Factor 1.0 Fc - PrIl 2900 psi Density 45.05 Pd Ct: Temperature Factor 1.0 Fc - Perp 750 psi Cfu : Flat Use Factor 1.0 E: Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NOS 15.3.2 Basic 2000 2000 2000 ksi Use Cr: Repetitive? No Minimum 1016.535 1016.535 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 9 ft, K = 1.0 Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis "- Service loads entered. Load Factors will be applied for calculations. Column self weight included : 48.178 lbs * Dead toad Factor AXIAL LOADS... Axial Load at 8.0 ft. D = 3.40, Lr = 4.80 k 1DESIGN suMMARYT ...-' Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.4362:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr+H . Top along Y.Y 0.0 k Bottom along Y.Y 0.0 k Governing NOS Forumla Comp Only, fcIFc . Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along V-V . 0.0 in at 0.0 ft above base Applied Axial . 8.248k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 1,029.09 psi - - for load combination: n/a - Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.0:1 Bendina Compression Tension Load Combination +D+Lr+H Location of max.above base . 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 362.50 psi 'Ld Coriiblnatlon Results - Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+Lr+H 1.250 0.284 0.4362 PASS 0.0 ft 0.0 PASS 8.0 ft I POE. Inc. Project Tide: Pure Brewing TI f ro f Consulting Engineers Engineer: MTM Project ID: P19-029 13484 Appalachian Way Project Descr: San Diego, CA 92129 —" (858) 349.6288 Ptii:ed:170EP2019. 1010AM I w 'd Column - -File CiUsersWaftMOCUME-IIENERCA-iOUREOR-i.E ENERCALC. INC. 19B3-2017. Build:1O.11.8.25. Ver:1O.17.8.25 x Description: Post P.3 Sketches C C U, c'1 It) H 3.50 in Structural Calculations P Project: Pure Brewing - Remodel/TI Project No: P19-029 Date: 8/15/19 Inc OE "III - By: MTM Sheet: L-I. Seismic Lateral Loading Criteria 2016 CBC &ASCE 7-10 0ccupanvClassiflcatlon: R2 Seismic Risk Category: II l 1.00 (Importance Factor) r 1.3 (Redundancy Factor) h,1 10 (Height of Structure (It)) Ct 0.02 (Building Period Coefficient Per ASCE Section 12.8-2) x 0.75 (Building Period Coefficient Per ASCE Section 12.8-2) Ta 0.112 [Approximate Fundamental Period) Site Class: D (No Soils Report Provided) R 6.50 (All-Plywood Shear Wall System) S. 1.156 (USGS Geohazard Online Mapping Tool/CBC Figure 1613.3.1(1)1 S1 0.443 (USGS Geohazard Online Mapping Tool/CBC Figure 1613.3.1 (2)] Fa 1.037 (Table 1613.3.3 (1)] Fv 1.557 (Table 1513.3.3 (2)) Equation 16-37: S MS 1.199 Equation 16-38: S MI = 0.690 Equation 16-39: S DS = 0.799 Equation 16-40: S DI = 0.460 Table 1613.3.5 (1): Short Period SDC - D Table 16 13.3.5 (2): 1-Sec Period SOC - D I Use Seismic Design Category D <---- Per ASCE 7-10 Equivalent Lateral Force Procedure (Section 12.8) Ti. -8 [Figure 22-161 V = Cs W (Equation 12.8-11 Cs - 0.123 (Equation 12.8-21 Max Cs - 0.629 (Equation 12.8-3) Min Cs - 0.035 (Equation 12.8-51 (as modiled by the City of San Diego) Therefore. Cs = 0.160 g (Strength Level) Cs - 0.112 9 (Service Level) I4CTE p rc (& 01U Law rR'1t.LL, 5s-t.tc_ r( r;. L-Z- OSH PD Pure Brewing 2825 State St, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1610394, -117.35024850000002 Army Navy Sports Complex c Blue Ocean Robata amp ire & Sushi Bar /L '- Carlsbad Villages W539le Carlsbad Alkaline Water Date Design Code Reference Document Risk Category Site Class - Value Description - 1.156 MCER ground motion. (for 0.2 second period) 0.443 MCER ground motion. (for 1.0s period) 1.2 Site-modified spectral acceleration value 0.69 Site-modified spectral acceleration value 0.8 Numeric seismic design value at 0.2 second SA 0.46 Numeric seismic design value at 1.0 second SA Value Description D Seismic design category 1.037 Site amplification factor at 0.2 second 1.557 Site amplification factor at 1.0 second 0.46 MCE0 peak ground acceleration 1.04 Site amplification factor at PGA 0.478 Site modified peak ground acceleration 8 Long-period transition period in seconds 1.156 Probabilistic risk-targeted ground motion. (0.2 second) 1.232 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration 1.532 Factored deterministic acceleration value. (0.2 second) 0.443 Probabilistic risk-targeted ground motion. (1.0 second) 0.447 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. 0.623 Factored deterministic acceleration value. (1.0 second) 0.597 Factored deterministic acceleration value. (Peak Ground Acceleration) Pizza Port Carlsbad 10 QLynn Forbes Sculpture 8/15/2019.2:02:49 PM ASCE7-10 11 D - Stiff Soil Type Ss SI SMS SMI SDS SD' Typo SDC F F PGA FPGA PGAM TL SsRT SsUH SsD S1RT Si UH SID PGAd Jack in the Box Map data 02019 MCER Response Spectrum 2.5 5.0 7.5 Period, T (sec) - Sa(g) Design Response Spectrum 2.5 5.0 7.5 Period, T (sec) - Sa(g) DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC I OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude location in the search results of this webstie. 1.5 1.0 0.5 0.0 - 0.0 0.8 0.6 0.4 0.2 0.0 0.0 Structural Calculations pnr--i\ Project: Pure Brewing - Remodel/TI Project No: P19-029 Date: 8/15/19 • By: MTM Sheet: L-4- L.ar A - , •-_• - *- Sm- I I FI ii U . ft 1 L4AUS . 4. IP &#• MJ: i4 . FL LAT'L L..zs c Structural Calculations ;4 pnr Project: Pure Brewing — Remodel/TI L[.inc. Project No: P19-029 Date: 8/15/19 By: MTM Sheet: Shear Wall Wall Sum mary - Pure Brewing Remodel/TI Level Line Force (k) Length (ft) v (plO Plywood 1 1 1.3 12.7 102 Type 6 A 2 18 146 Type Shear Wall Tves: Type 6: 1/2" Str-1 WI 1 Od @ 6" o/c ---> Good for 340 plf Type 4: 1/2" Str-1 w/ lOd @4" a/c ---> Good for 510 plf Type 3: 1/2" Str-1 W/ lOd @ 3" 0/c ---> Good for 665 plf Overturning Summary - Pure Brewing Remodel/TI Level Line Wall L Ht F w Wt P dl OT 0.6Mr Uplift Holdown Reg'd 1 1 - 1 5 9 0.7 12 0.3 0.2 5.9 Li 1.0 HDU-2 @ Ea. End 2 5 9 0.7 12 0.3 0.2 5.9 Li 1.0 HDU-2 @ Ea. End A 1 8 9 0.9 12 0.4 0.0 8.1 1.2 0.9 HDU-2@Doorjambs 2 10 9 1.1 12 0.5 0.0 9.9 1.9 0.8 HDU-2@Doorjambs 1J 0 LJrLAF-r LPLlPr - L rJar.: TcoIrr i.cei.4-h4 1.4k (6z ,tq4cpg js Q.vir') 1Ilk1'iU Anchor DesignerTm Software - Version 2.5.6326.31 0 Company: POE, Inc. Date: 8/22/2019 Engineer: MTM Page: 1/4 Project: Pure Brewing Remodel/TI Address: Phone: (858) 349-6288 E-mail: mattpqe-inc.com Project description: Commercial Remodel & TI Location: Grid Line 4 Fastening description: Retrofit Holdown Anchors Base Material Concrete: Normal-weight Concrete thickness, h (inch): 20.00 State: Cracked Compressive strength, f',, (psi): 2500 4',,.: 1.0 Reinforcement condition: B tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No 1400 lb I 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318.14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, heg (inch): 12.000 Code report: ICC-ES ESR-2508 Anchor category:- Anchor ductility: Yes h,,,,. (inch): 15.13 C,,,, (inch): 22.38 (inch): 1.75 S,,,, (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Yes Ductility section for tension: 17.2.3.4.3 (a) (iii)-(vi) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> X Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wv.strongtIe.com . t-7 E= Anchor Designer TM Software Version 2.5.6326.31 0 <Figure 2> Company: POE, Inc. I Date: 8122/2019 Engineer: MTM I Page: 2/4 Project: Pure Brewing Remodel/TI Address: Phone: (858) 349-6288 E-mail: matt@pqe-inc.com Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8'0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 A. Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.647.3871 www.stronglie.com IlISJI Anchor Designer TM Software Version 2.5.6326.31 a Company: POE, Inc. I Date: 8/22/2019 Engineer: MTM I Page: 3/4 Project: Pure Brewing Remodel/TI Address: Phone: (858) 349-6288 E-mail: matt@pqe-inc.com Resulting Anchor Forces Anchor Tension load. Shear load x, Shear load y, Shear load combined, N. (lb) V000 (lb) V002 (lb) /(Vu )2+(Voay)2 (lb) 1 1400.0 0.0 0.0 0.0 Sum 1400.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1400 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, eN0 (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e,., (inch): 0.00 Steel Strength of Anchor in Tension (Sec. 17.4.1) N50 (lb) 0 ON. (lb) 13110 0.75 9833 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2 Nb = k5.40.Jr5h01 5(Eq. 17.4.2.2a) f (psi) h., (in) Nb (lb) 17.0 1.00 2500 12.000 35334 0.75Ncb = 0.750 (A/AN) V'0I1.N 1C.N OPcp.NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) A, (in2) A00 (in2 c0,,,,, (in) 'POU.N PC.N Yro.N Nb (lb) 0 0.750Ncb (lb) 711.00 1296.00 1.75 0.729 1.00 1.000 35334 0.65 6891 LAdhesive Strength of Anchor in Tension (Sec. 17.4.5 r&c, = nc,fsjwit.wm,Kswae.sejs Th,cr (psi) fonon.wrn, K00, aNsels Th.c, (psi) 435 1.00 1.00 1.00 435 Nb. = A0r51,rdoho,(Eq. 17.4.5.2) r,, (psi) d0 (in) h0, (in) Na. (lb) 1.00 435 0.63 12.000 10249 0.750N0 = 0.750 (ANa/AN00) V'aa.No SVCP.NONO (Sec. 17.3.1 & Eq. 17.4.5.1a) A (in2) ANOC (in2) CNO (in) Comm (in) Y'O.J.NO V'p.No Noo (lb) 0 0.7591N0 (lb) 96.76 150.57 6.14 1.75 0.786 1.000 10249 0.55 2134 91Nsus, = 0.550N (Eq. 17.3.1.2) 0 N(lb) 91N555, (lb) 0.55 10249 3100 Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtle.com Anchor Designer TM FfS) Software Version 2.5.6326.31 a Company: PQE, Inc. I Date: 8122/2019 Engineer: MTM Page: 4/4 Project: Pure Brewing Remodel/TI Address: Phone: (858) 349-6288 E-mail: I mattpqe-inc.com Results Interaction of Tensile and Shear Forces (Sec. 17.6 Tension Factored Load. N (lb) Design Strength. oN (lb) Ratio Status Steel 1400 9833 0.14 Pass Concrete breakout 1400 6891 0.20 Pass Adhesive 1400 2134 0.66 Pass (Governs) Adhesive (sustained) 1400 3100 0.45 Pass SET-XP W/ 518"0 F1554 Gr. 36 with hef = 12.000 inch meets the selected design criteria. AM 318-14 Section 17.2.3.4.3(a) (i) & (ill Calculations for Ductility requirement for tension load Steel Factored Load, N (lb) 1.2 x Nominal Strength, N (lb) Ratio Steel 1400 15732 8.9% Concrete Nominal Strength, N (lb) Nominal Strength, N (lb) Ratio Concrete breakout 1400 14135 9.9% Adhesive 1400 5174 27.1% Governs Adhesive (sustained) 1400 5637 24.8% ACI 318-14 Section 17.2.3.4.3(a) (i) & (ii) is not satisfied since steel ratio does not govern. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout, strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per 16C-ES ESR-2508 Section 5.3. - Brittle failure governs for tension. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C. D. E. or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-14 Sections 17.2.3.4.3 (a)(iii) to (vi), (b), (C) or (d) is satisfied for tension loading, select appropriate checkbox from Inputs tab to disable this message. Alternatively, DO factor can be entered to satisfy ACI 318-14 Section 17.2.3.4.3(d) to increase the earthquake portion of the loads as required. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturers product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health P0 Box 129261, San Diego, CA 92112-9261 (858) 505-6700 (800) 253-9933 www.sdcdeh.org Record ID #: Not in System JAN 3 1 2Ij Check#: DEH2020-HHMBP-008257 CITY OF CARLSBAD RI jJi flIMt rrrIjr-.p Business Name Business Contact - Plan File # Pure Project Jesse Pine Project Address City State Zip Code APN # 2825 State St Carlsbad CA 920081631 203-294-01-00 Applicant Applicant E-Mail Applicant Telephone # Nathan Sharpe nsharpe@cltvt.com The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS METER IALS DIVISION: OCCUPANCY CLASSIFICATION: (Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: B Facility's Square Footage (including proposed project): 2500 a Explosive or Blasting Agents 0 Organic Peroxides 0 Water Reactives a Corrosives lifl Compressed Gases 0 Oxidizers 0 Cryogenics 0 Other Health Hazards 0 Flammable/Combustible Liquids 0 Pyrophorics 0 Highly Toxic or Toxic Materials 0 None of These O Flammable Solids 0 Unstable Reactives a Radioactives PART ii: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - _HAZARDOUS MATERIALS DIVISION (HMD: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at (858) 505-6700 prior to issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: 4/24/2020 YES NO 0 M Is your business listed on the reverse side of this form? (check all that apply). 0 M Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? a lifI Will your business handle carcinogens or reproductive toxins in any quantify? a RI Will your business use an existing, or install an underground storage tank? a RI Will your business store or handle Regulated Substances (CaIARP)? 0 RI Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 8 a 0 Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CaIARP Exempt a CaIARP Required 0 CaIARP Complete Review Date: PART Iii: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD: If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. YES NO a RI Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) 0 RI Has a survey been performed to determine the presence of asbestos containing materials? 0 0 Will the project involve handling or disturbance of any asbestos containing materials? 0 0 Will the project involve the removal of any load supporting structural member? a Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http:/ww.sdapcd.orgIinfo/facts/permits.pdf 6 a a (ANSWER ONLY IF QUESTIONS IS 'YESJ Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. Brewery testing room. Tenant improvements to an existing building. New restrooms, bar area, patio area, cosmetic Improvements. Cold storage area I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. RI; Fees Acknowledged: RI Nathan Shame 1/27/2020 Name of Owner or Authorized Agent Date FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD OF 000100 f REVIEWED BY \ ) REVIEWED BY J. Swanson % V. Salazar -1 1/30/2020 1/29/2020 0 NMI) OFSPit0 A stamp in this box grny exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. DEHjIMD_Plan_Check_Ouestionnaire 0.3 (8/2019) Printed on: 1130/2020 @ 3:08 PM (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. Unless none of the requirements apply, 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. 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. Application Information Project Name/Building BP No.: CA )C.OI Q1_ Permit No.: PURE PROJECT Property Address/APN: 2825 STATE STREET, CARLSBAD, CA 92008 Applicant Name/Co.: ANDY MCCABE Applicant Address: 1889 BACON ST, SUITE 8, SAN DIEGO, CA 92107 Contact Phone: 619.677.5600 Contact Email: TECSCAPEDESIGN@GMAIL.COM Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: Date: 09/16/2019 B-50 Page 1 of 3 Revised 04119 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 residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ Construction Type Complete Section(s) I Notes: I LI Residential 0 New construction Alterations: BPV 2! $60,000 Electrical service 0 BPV ?. $200,000 LI Nonresidential 0 New construction 99 Alterations IA I 0 exempt 1A IA 1-2 family dwellings and townhouses with attached garages only IA Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed lB and 2 2 1. Electric Vehicle Charging A. Fj Residential New construction and major alterations (or electric panel upgrade)* Please refer to Carlsbad Ordinance CS-349 when completing this section. 0 One and two-family residential dwelling or townhouse with attached garage: 0 One EVSE ready parking space required 0 Exception: 0 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 "Capable," Ready" or "Installed.") *Major alterations are: (1)for one and two.lämily dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multilamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~: $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. 8.0 Nonresidential new construction (includes hotelslmotels) 0 Exception:_____ Total Parking Spaces Proposed IEVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below. Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 1 10-25 2 26-50 4 2 51-75 6 3 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/12/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. 0 Transportation Demand Management (TDM) I A list each proposed nonresidential use and gross floor area (GFA) allocated to each use. B. Employee ADT/1,000 square feet is selected from the table below. Use GFA Employee ADT for first 1,000 S.F. Employee ADT for each subsequent 1,000 S.F. Total Employee ADT Total If total employee ADT is greater than or equal to 110 employee ADT, a MM plan is required. MM plan required: Yes 0 No 0 Employee ADT Estimation for Various Commercial Uses ADT for first Emp ADTI Office (al!)2 I I 20 20 11 11 Restaurant Retail3 8 4.5 Industrial 4 3.5 4 3 Manufacturing 4 1 Warehousing i Unless otherwise noted, rates estimated from ITE Trip Generation Manual, W#Edition 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 may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334 sf First 1,000 sf=8ADT 9,334 Sf- 1,000 sf= 8,334 sf (8,334 sf / 1,000 x 4.5) + 8 =46 Employee ADT Updated 4/12/2019 INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date 09/1612019 Business Name PURE PROJECT Street Address 2825 STATE STREET, CARLSBAD, CA 92008 Email Address jesse@purebrewing.org PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Ix Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting I Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting! Forming Pestióide Manufacturing! Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching ! Milling Research and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap! Detergent Manufacturing Industrial Laundry Waste Treatment! Storage I SIC Code(s) (if known): Brief description of business activities (Production! Manufacturing Operations):______________ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal !day): List hazardous wastes generated (type! volume): Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact Title______________________________ Signature Phone No.__________________________ ENCINA WASTEWATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 V REFRIGERANT DISCLOSURE FORM Date: Carlsbad Permit# (if applicable):Ci3CZ - Business Name (Where system is located): Complete Business Address: ZS 2S#ML i—r- Phone: 43A.46-9 -1441 CSè4', eA I Refngerant Contractor or Engineering Firm: cA cc4A11A Phone: (8)586 -qjoo Instructions: Column #1 Identify each refrigerant system included in this submittal. Column #2 List the chemical name of the refrigerant or the refrigerant number, CMC Factor.. Column #3 Identify the refrigerant safety group. Refrigerant safety groups are defined in the California Mechanical Code (CMC). Column #4 Identify the total amount of refrigerant in each system (in pounds). If the amount in any single system is greater than 220 pounds of Group Al refrigerants or 30 pounds of any other Group, submit a refrigeration plan to the OFM. Column #5 Does the refrigeration system have components located so that the leakage of refrigerant could enter a space occupied by any person? Example is a walk-in freezer or machine room. If yes, identify the volume of the smallest space occupied (in cubic feet). CMC Table 11 Column #6 Calculate by using: column #4 divided by column #5 divided by 1000. If, this value exceeds the CMC value for the specific refrigerant type, then-submit a refrigeration plan, including a refrigerant alarm and detection system, to OFM. Provide a copy of this form to the City Building Department. Column #7 Does the quantity of refrigerant exceed the amount specified in CMC Table 11-1? If yes, contact the local building department and OFM for requirements. PROVIDE INFORMATION IN TABLE FORMAT• Identify Refrigerant Chemical Safety Quantity of Volume of Pounds of Does Each Name OR Group Refrigerant Smallest Refrigerant Column #6 System Refrigerant Number! (Pounds) Occupied per 1,000 Quantity Factor from CMC . . Space Open Cubic Feet Exceed to System of Enclosed CIVIC Table (Cubic Feet) Space . hA? (YIN) 4? A.04A . /.25'/)g fAC 122.1O 3t4i.i) 3— Completed by. (Print name and jikc,i', Date Completed -..-......... . (city of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (POP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: PURE PROJECT PROJECT ID: ADDRESS: 2825 STATE STREET, CARLSBAD APN: 203-294-01-00 The project is (check one): IJ New Development EI Redevelopment The total proposed disturbed area is: 335 ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: 335 ft2 ( ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP#: Then, go to Step I and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of 4 REV 02116 STEP I TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building eg El or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; 0 El Designed and constructed to be hydraulically disconnected from paved streets or roads; Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in r o accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? 0 0 If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ..." and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2of4 REV 04117 STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, fl 0 and public development projects on public or private land. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and 0 0 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside 0 0 development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? Discharging Directly to" includes flow that is conveyed overland a distance of 0 0 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands). * Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (AD 7) of 100 or more vehicles per day. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 0 0 21.203.040) If you answered "yes" to one or more of the above questions, your project is a POP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a POP ..." and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT,' Go to step 5, check the second box stating "My project is a 'STANDARD PROJECT'..." and complete applicant information. E-34 Page 3of4 REV 04/17 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (M54 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. fl fl Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered "yes', the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ..." and complete applicant information. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box stating "My project is a PDP ..." and complete applicant information. STEP 5 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION El My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. D My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the POP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. El My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: ANDY MCCABE Applicant Title: DESIGNER Applicant Signature: Date: 09/16/2019 environmentally Sensitive Areas include but are not limited to all Clean water Act Section 303(d) impaired water bodies; areas designated as Areas of Upecial Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for Cliv Use On/v nce: YES NO o o FEDate: E-34 Page 4of4 REV 04/17 7.. Caty lof Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: 0 Grading Permit 0 Building Permit 0 Right-of-way permit 0 Other Project Name: PURE PROJECT Project ID: DWG #ICB#_ Address: 2825 STATE STREET, CARLSBAD, CA 92008 APN 203-294-01 -00 Disturbed Area: 0.007 Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP er (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Level Exempt -No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Tablel, section 3.2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: 0 Exempt Electrical 0 Patio 0 Mobile Home 0 Plumbing 0 Spa (Factory-Made) Fire Sprinkler0 Mechanical 0_ Re-Roofing 0_Sign 0 Roof-Mounted Solar Array Tier 3— SiQnificant Threat Assessment Criteria - (See Construction General Permit (CGP) Section I. B)* My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, My Project is associated with construction activity related to residential, commercial, or industrial 0 Tier 3 development on lands currently used for agriculture; or My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. oOther per CGP____________________________________________________ Tier 2 - Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: 0 Tier 2 located within 200 ft. of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to I vertical; and/or disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse: and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) Tier I - Low Threat Assessment Criteria j My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: I Tier 1 results in some soil disturbance; and/or includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) * Items listed are excerpt from CGP. CGP governs criteria for triggers for Tier 3 SWPPP. oeveloperlowner shall confirm coverage under the current (;UP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 REV. 02116 SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined in section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and Level signature block below) Exempt - Not Applicable - Exempt Tier 3 - High Construction Threat Assessment Criteria: My Project meets one or more of the following: Project site is 50 acres or more and grading will occur during the rainy season Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High g Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors krgreater than or equal to 0.4) Site slope is 5 to I or steeper Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 - April 30) Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3— Medium Construction Threat Assessment Criteria 0 Medium All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 - High Construction Threat Assessment Criteria: My Project meets one or more of the following: Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA Soil at site is moderately to highly erosive (defined as having a predominance of soils with High g USDA-NRCS Erosion factors kr greater than or equal to 0.4) Tier 2 0 Site slope is 5 to I or steeper Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) Owner/contractor received a Storm Water Notice of Violation within past two years o_ Site sq. more of soildisturbance _results _in_10,000_ _ft. _or Tier 2— Medium Construction Threat Assessment Criteria Medium 0 e My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier I - Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: Owner/contractor received a Storm Water Notice of Violation within past two years Medium Site results in 500 sq. ft. or more of soil disturbance Tier 1 Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 - April 30) Tier I - Low Construction Threat Assessment Criteria l Low My project does not meet Tier I Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Emergency Contact Name: CHRIS SLOWEY Telephone No: 760.400.9994 Owner/Owner's Authorized Agent Name: Title: ANDY MCCABE AGENT O en e 's Authorized Agent Signature: Date: - 09/16/2019 FOR CITY USE ONLY City Concurrence: Yes No By: Date: E-32 Page 2 of 2 REV. 02116 ceity of PERMIT REPORT Carlsbad Print Date: 07/15/2020 Permit No: PREV2020-0079 Job Address: 2825 STATE ST, # 105, CARLSBAD, CA 92008-1631 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revisi Parcel #: 2032940100 Track #: Applied: 05/26/2020 Valuation: $ 0.00 Lot U: Issued: . 06/26/2020 Occupancy Group: Project U: DEV2018-0196 Finaled Close Out: 07/15/2020 #of Dwelling Units: Plan U: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #:CBC2O19-0444 Inspector: MCoII Plan Check U: Final Inspection: Project Title: PURE PROJECT - BREWERY & TASTING ROOM Description: PURE PROJECT: HVAC & EXHAUST FAN UPDATES, ADD GAS FIRE PIT Applicant: Property Owner: ANDREW MCCABE SATERLY RUSSELL L & SATERLY SUSAN L 1889 BACON ST, #8 2825 STATE ST SAN DIEGO, CA 92107-3052 CARLSBAD, CA 92011 (619) 677-5600 FEE • • AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE • $35.00 MANUAL BLDG PLAN CHECK FEE $225.00 Total Fees: $ 260.00 Total Payments To Date: $ 260.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 76Ô-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services ("CitY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC20I 9-0444 Plan Revision Number P'?E)(202O- tXflci Project Address 2825 State St, Carlsbad, CA 92008 General Scope of Revision/Deferred Submittal: Revision: HVAC and exhaust fan updates. Elimination of 2 gas patio heaters, addition of gas fire pit. Plumbing updates. CONTACT INFORMATION: Name Andrew McCabe Phone 619.677.5600 FaxN Address 1889 Bacon St, Ste 8 City San Diego Zip 92107 Email Address tecscapedesign@gmaii.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: N Plans Calculations J Soils t Energy F-1 Other 2. Describe revisions in detail 3. List page(s) where each revision is shown HVAC unit & exhaust fans updated MO.1 MO.2 M2.1 Mechanical Title 24 updated MO.3 MO.4 Plumbing fixture schedules & data updated 130.1 Water heater piping details added P0.2 Water heater and HVAC unit updated on Plan P2.1 Gas patio heater updates / gas fire pit addition P2.2 Replaced restroom fixtures P2.2 Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)? 11 Yes Does this revision affect any fire related issues? LI Yes ls this aco 7 EJ Yes E No 7* £Signature DYes ENo nE No No Date 05/19/20 1635 Faraday Avenue, Carlsbad, CA 92008 ph.-760-602-2719 f: 760-602-8558 Email: budding@carlsbadca.gov www.carlsbadca.gov EsGil DATE: 6/10/2020 A SAFEbuiItCompany /APPLICANT JURIS. JURISDICTION: Carlsbad ( PLAN CHECK #.: CBC2019-0444 PREV2O2O-0079 SET: 1 PROJECT ADDRESS: 2825 State St. PROJECT NAME: Pure Project Brewery The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Eli The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. El 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. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. fi1 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted4J) (bçD) Email: Mail Telephone Fax In Person LI REMARKS: By: Steven Miller Enclosures: EsGil 6/10/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC20 19-0444 PREV2020-0079 6/10/2020 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0444 PREV2020-0079 PREPARED BY: Steven Miller DATE: 6/10/2020 BUILDING ADDRESS: : 2825 State St. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code J #N/A 1997 UBC Building Permit Fee V hrorr you cnece tiiTWKevIew ana u-iourly at the same time 1997 UBC Plan Check Fee V Type of Review: Q Complete Review 0 Structural Only 0 Repetitive Fee 0 Other Repeats 21 Hourly 2 Hrs. @ * EsGil Fee $90.00 * Based on hourly rate I $180.00I Comments: