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HomeMy WebLinkAbout2525 EL CAMINO REAL; 206; CBC2019-0148; PermitOwl of Carlsbad Commercial Permit Print Date: 12/11/2019 Permit No: CBC2019-0148 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2525 El Camino Real, 206 BLDG-Commercial 1563020900 $207,992.72 Work Class: Lot #: Reference M. Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Tenant Improvement Status: Closed - Finaled Applied: 04/03/2019 Issued: 08/28/2019 Permit Finaled: Inspector: MCoIl Final Inspection: 12/11/2019 12:13:29P Description: SHOE PALACE: 4,472 SF RETAIL TO RETAIL TI W/ RACKING Applicant: Owner: Contractor: KEVIN DAHLAKY R P I CARLSBAD LP LAND L RETAIL CONSTRUCTION LLC 104 Sequoia Tree Ln Irvine, CA 92612-2228 1114 Avenue Of The Americas, Floor 45 5601 Huettner Dr 949-743-3633 New York, NY 10036-7700 Norman, OK 73069-9509 214-660-5232 x215232 405-360-2775 BUILDING PERMIT FEE ($2000+) $1,009.40 BUILDING PLAN CHECK FEE (BLDG) $706.58 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MANUAL BUILDING PERMIT FEE $270.83 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $9.00 STRONG MOTION-COMMERCIAL $58.24 Total Fees: $2,373.05 Total Payments To Date: $2,373.05 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. 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° ZOt ON Est. Value 2.0r11 Cg PC Deposit lou. VA Date ____________ Job Address 2525 EL CAMINO REAL Suite: #206 APN: Tenant Name: SHOE PALACE CT/Project #: Lot #:________ Occupancy: RETAIL-M - Construction Type: II-A Fire Sprinklers:' no Air Conditioning: no BRIEF DESCRIPTION OF WORK: TENANT IMPROVEMENT OF (E) VACANT RETAIL SPACE INTO A SHOE STORE Li Addition/New: 0 SF New SF and Use, 0 SF New SF and Use, 0 SF Deck SF, 0 SF Patio Cover SF (not including flatwork) L Tenant Improvement: 4,472 SF, Existing Use 4.472 SF Proposed Use 4,472 SF SF, Existing Use _ Proposed Use O Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No Li Plumbing/Mechanical/Electrical Only: Li Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: K-ii'n 94.L10L1 Name: BROOKEFIELD PROPERTIES -TIMOTHY WERSELL Address: L°1 LOic& l'e L Address: 350 N ORLEANS ST. STE 300 City: jIZ.Vi (J State:CA Zip: q240 City: CHICAGO State: ILZip: 60654 Phone: 9V-7`13-303 Phone: 312-960-2829 Email: 1JM ExpAJ'P., Iatim.. c. Email: TIMOTHY.WERSELL@BROOKEFIELDPROPERTIESRETAIL.COM DESIGN PROFESSIONAL Name: YOUNG WONG - MCG ARCHITECTURE Address: 250 SUTTER ST, #500 City: SF State:CA Zip: 94108 Phone: 415-974-6002 Email: YWONG@MCGARCHITECTURE.COM Architect State License: C22118 CONTRACTOR BUSINESS Name: TBD Address: Goi 4t e City: State: O Zip: 13OG't Phone:(i) (L .,i'ic Email: State License: toC'I' Bus. License:_ØctA5O 693011 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingccarIsbadca.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: ci I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. O I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Insurance carrier and policy number are: Insuran e company Name: Policy No. £0711 I11 2. Expiration Date: '7JlI/Ak) O Certificate of Exemption: I certify that in the performance f 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. RNIN~Fro secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in itlon t st of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: ot L~&___________________DAGENT DATE:___________ or- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: ci 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). 1 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). 13 am exempt under Section __Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes ci No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone/ contractors' license number): I plan to provide portions of the work, but I have 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, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes ci No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the-above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5,0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit Issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of 18 n.UormBuiIdingCode). W12- APPLICANT SIGNATURE: DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIding@carlsbadca.gov B-2 Page 2 Of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 04/03/2019 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 08/28/2019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 06/03/2020 Address: 2525 El Camino Real , 206 Carlsbad, CA 92008-1208 IVR Number: 18090 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 1211112019 1211112019 BLDG-Final 113373-2019 Passed Michael Collins Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency 12/06/19, complete illuminated exit signage Yes as noted on card. Prove TO report BLDG-Building Deficiency Not ready, need Fire Dept No BLDG-Building Deficiency See card. Ok to stock & train only Yes BLDG-Building Deficiency Not ready No BLDG-Building Deficiency 12/11/19 Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Electrical Final Yes December ll,2019 Page 4of4 Permit Type: BLDG-Commercial Application Date: 04/03/2019 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 08/28/2019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 06/03/2020 Address: 2525 El Camino Real 206 Carlsbad, CA 92008-1208 lVR Number: 18090 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency 10/24/19, racking not per plan No BLDG-Building Deficiency Not ready, ok to one side walls only No BLDG-14 Overhead door not ready No Frame-Steel-Bolting-Welding (Decks) BLDG-14 5- 12 x 12 columns Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Partial at Sales/Storage wall, restroom Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-34 Rough Electrical Yes BLDG-44 Pre Lin HVAC duct sealing Yes Rough-Ducts-Dampers BLDG-Final 108604-2019 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Not ready, need Fire Dept No 11/27/2019 11/2712019 BLDG-Final 112312-2019 Failed Paul Burnette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, need Fire Dept No BLDG-Building Deficiency Not ready No 12/03/2019 1210312019 BLDG-Fire Final 105255-2019 Passed Felix Salcedo Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 1210412019 12104/2019 BLDG-Final 112653-2019 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Not ready, need Fire Dept No BLDG-Building Deficiency See card. Ok to stock & train only Yes 1210612019 12/06/2019 BLDG-Final 112919-2019 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready • No BLDG-Building Deficiency Not ready, need Fire Dept • No BLDG-Building Deficiency 12/06/19, complete illuminated exit signage Yes as noted on card. Prove T&B report BLDG-Building Deficiency See card. Ok to stock & train only Yes December 11, 2019 • Page 3 of 4 Permit Type: BLDG-Commercial Application Date: 04/03/2019 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 08/2812019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 06/03/2020 Address: 2525 El Camino Real , 206 Carlsbad, CA 92008-1208 IVR Number: 18090 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS . Passed BLDG-Building Deficiency Not ready, Ok to one side walls only. No BLDG-14 Overhead door not ready No Frame-Steel-Bolting-Welding (Decks) BLDG-14 5- 12 x 12 columns Yes Frame-Steel-Bolting-Welding (Decks) BLDG-14 Partial at Sales/Storage wall, restroom Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical . Yes BLDG-34 Rough Electrical Yes BLDG-44 Pre Lin HVAC duct sealing Yes Rough-Ducts-Dampers BLDG-Electric Meter 107321-2019 Passed Michael Collins Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency EMR emailed to SDGE Yes 10/1712019 10/17/2019 BLDG-Final 107841-2019 Failed Paul Burnette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final . No BLDG-Mechanical Final No BLDG-Structural Final . No BLDG-Electrical Final No 10I22/2019 10/22/2019 BLDG-14 108202-2019 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Entry with overhead door Yes 10/23/2019 10I23/2019 BLDG-34 Rough 108411-2019 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency See card for minor pick up. Yes BLDG-Final 108489-2019 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 10/24/2019 10/24/2019 BLDG-84 Rough 108601.2019 Failed Michael Collins Reinspection Complete Combo(14,24,34,44) December 11, 2019 Page 2 of 4 Not ready, Ok to one side wails only Partial at Sales/Storage wall, restroom Pre Lin HVAC duct sealing Partial Pass Michael Collins COMMENTS Walls only at Sales/Storage, restroom, closet Partial Pass Michael Collins COMMENTS Not ready, Ok to one side walls only Partial at Sales/Storage wall, restroom 5- 12 x 12 columns Pre Lin HVAC duct sealing Failed Michael Collins No Yes Yes Yes Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed No Yes Yes Yes Yes Yes Yes Reinspection Complete Permit Type: BLDG-Commercial Application Date: 04/03/2019 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement issue Date: 08/28/2019 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 06/03/2020 Address: 2525 El Camino Real 206 Carlsbad, CA 92008-1208 IVR Number: 18090 Scheduled Actual Inspection Type inspection No. Inspection Status Primary inspector Reinspection Complete Date Start Date 0912412019 0912412019 BLDG-84 Rough 105266-2019 Failed Michael Collins Reinspection Complete Combo(14,2434,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, ok to one side walls only No 09/3012019 09I30I2019 BLDG-84 Rough 105777-2019 Partial Pass Michael Collins Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-14 Frame-Steel-Boning-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 10/0112019 1010112019 BLDG-17 Interior 106037-2019 Lath/Drywall Checklist Item BLDG-Building Deficiency 1010212019 1010212019 BLDG-84 Rough 106200-2019 Combo(14,24,34,44) Checklist item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 10/11/2019 10/11/2019 BLDG-84 Rough 107385-2019 Combo(14,24,34,44) December 11, 20119 Page 1 of 4 Respectfully, Young Wong, MC 415 0 meg architecture October 1, 2019 City of Carlsbad Building Department 1635 Faraday Ave. Carlsbad, CA 92008 RE: CBC209-0148 Shoe Palace @The Shoppes at Carlsbad 2525 El Camino Real, #206 Carlsbad, CA 92008 Dear Building Inspector: This letter is to inform you that the said project above will not be installing the hanging battens on the ceiling, therefore the LVL beams are no longer necessary for this project. Please feel free to contact my office should you have any questions or concerns. Retail . Enlerlalmeent. Hospitality . Ohlice CLEVELAND DENVER . IRVINE . PASADENA SAN FRANCISCO D 415.974.6002 D 415.914.1556 250 Softer Street, Suite 5100 San Francisco, CA 94108 rncg architecture MEMORANDUM DATE December 3, 2019 TO City of Carlsbad, Building Department 1635 Faraday, Carlsbad, CA 92008 Charlotte, NC 28208-5327 FROM Young Wong, Project Architect REGARDING SPC - Shoe Palace Tenant Improvement - Carlsbad 2525 El Camino Real, Suite 206 MCG Project No. 19.034.10 Plancheck #: CBC2019-0148 REMARKS To Whom It May Concern: CORD COPY Per conversations out in the field between the inspector and general contractor regarding the surface blocking in stockroom shelving It is our understanding that surface blocking does not have to be rated, therefore will be removed. If there are any issues or concerns, the Architect will coordinate with the general contractor to meet all requirements per the 2016 CBC and CFC. Thank You, Young Wong MCG ARCHITECTURE CC Byron Belle, Job Captain - C3 _ c_, c, co Retail . Entertainment. Hospitality . Office ® 415.914.6002 (D 415.9741556 250 Suffer St., Suite 500 San Francisco, CA 94108 J2019 Pecl,W34_ElC_c,btd. CAjace-2J525 El CAmhto Rat WWW4 CA== JA*TkneM MUM &MemmjoOoO9-t5) ELITE SPECIAL INSPECTIONS INC. 8616 Cleta St. Downey, CA, 90241 Business Cell/ Voke/ Text: (562) 413-81-59 EliteSIl@mail.com SPECIAL INSPECTORS TIME SHEET & REPORT Date: 10/19/19 Job#: 101919 Building Permit # CBC201 90148 Permit Date 10/3/19 Jurisdiction Carlsbad Building Job Identification Shoe Palace Address 2525 El Camino Real, Carlsbad, CA 92008 Contractor: General L&L Retail Sub - LDP: Architect Engineer Wright Engineers Reinforced Concrete 0 ACI Grade 1-Tech 0 Prestressed Concrete 0 Masonry 0 Epoxy[] Other Simpson Strong-Tie Screw Anchors NOTE: Contractor assumes responsibilty for any and all work that is performed outside of stamped/approved plans bearing the seal of the applicable enforcing agency of record. Contractor is informed that any and all work performed prior to Building Department approval is performed at contractors own risk pending proper approval by the Building Official. Provided Visual Inspection for: Plans Date: 10/3/19 Simpson Strong-Tie Tighten HD Screw Anchors for 'Free Standing Racks'. 3/8" x 3" screw anchors into clean 3/8" diameter 3-1/2" deep pre-drilled holes for an effective embedment depth of 2-1/2" minimum after all torque losses were achieved per code and plans. Reference detail 203/S3.1. All holes pneumatically blown and free of standing dust and debris during anchor placement. All screw anchors received tightening torque to desired/required force per manufacturer's approved/printed installation instructions (ICC-ES ESR-2713) of (50) foot pounds. Tightening torque verification performed with S/N #1502490541, 9/6/2020 Cert #1861 -TR. All material embed depths maintained during placement. Workmanship good to excellent. No discrepancies to note. DAILY HOURS WORKED Certificate of Compliance Straight Time I hereby certify that I have observed to the best of my knowledge all of the above reported work Check # unless otherwise noted. I have found this work to be in compliance with the Approved Plans, Invoice # 092619 Specifications, and applicable sections of the Governing Building Codes. All inspection is based on a 4 hour minimum, over 4 hours is an 8 hours minimum. After 8 is time and a half, respectively. All lab work necessary to complete inspections will be paid by owner, engineer or contractor. Registered Special Inspector (Please Print): Mauro DeLaCruz lCC#: 8821400 Registered Special Inspector (Please Sign):_________________________________________ City #:Registered Owners Rep: Company: EsGil A SAFEbuitt Company DATE: July 22, 2019 APPLICANT JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0148 SET: III PROJECT ADDRESS: 2525 El Camino Real, #206 PROJECT NAME: Shoe Palace TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 11 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. LII 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: ' (by:71'1) Email: Mail Telephone Fax In Person LIII REMARKS: By: Kurt Culver Enclosures: EsGil 7/15/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuit Company DATE: July 2, 2019 JURISDICTION: Carlsbad U APPLICANT U JURIS. PLAN CHECK #.: ø9IGI4i8 PROJECT ADDRESS: 2525 El Camino Real, #206 PROJECT NAME: Shoe Palace TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: 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: Kevin Dahlaky Telephone #: 949-743-3633 Date contacted: (by: ) Email: PermitsExpeditingyahoo.com Mail Telephone Fax In Person LI REMARKS: By: Morteza Beheshti Enclosures: EsGil 6/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBC20 19-0148 July 2, 2019 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2019-0 148 OCCUPANCY: TYPE OF CONSTRUCTION: ALLOWABLE FLOOR AREA: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 2, 2019 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: ACTUAL AREA: STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/22 PLAN REVIEWER: Morteza Beheshti 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 CBC20 19-0148 July 2, 2019 GENERAL 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 ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Please provide a single line diagram and load calculations to justify additional panels on the service. PLEASE CORRECT THE 75 KVA SIZING ON PLANS. PROVIDE THE CLEARANCES FROM COMBUSTIBLE MATERIALS AS INDICATED ON CEC 450.21 (A) INCLUDE THE TRANSFORMER ON ARCHITECTURAL SETS. 2. Please provide a disconnect for the front sign(s) power connections. CEC 600.6 DESIGN FOR DISCONNECT NOT PROVIDED AS INDICATED ON THE RESPONSE. 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 IN LIEU OF NOTE PLEASE DESIGN THE EM BACKUP FOR THE EXTERIOR LANDING EGRESS LIGHTING. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti mbeheshtiesqiI.com OR 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. EsGil A SAFEbuitCCompany DATE: A 72O19 —. U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: 39A0148 PROJECT ADDRESS: 2525 El Camino Real, #206 PROJECT NAME: Shoe Palace TI LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Kevin Dahlaky 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: Kevin Dahiaky Telephone #: 949-743-3633 Date contacted: (by: ) Email: PermitsExpeditingyahoo.com Mail Telephone Fax In Person LI REMARKS: By: Kurt Culver Enclosures: EsGil 4/9/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBC20 19-0148 April 17, 2019 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2019-0148 JURISDICTION: Carlsbad OCCUPANCY: M USE: Retail TYPE OF CONSTRUCTION: 11-A ACTUAL AREA: 4472 ALLOWABLE FLOOR AREA: OK STORIES: n/c HEIGHT: n/c SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: April 17, 2019 FOREWORD (PLEASE READ): OCCUPANT LOAD: -49 DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/9/19 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 CBC2019-0 148 April 17, 2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0148 PREPARED BY: Kurt Culver DATE: April 17, 2019 BUILDING ADDRESS: 2525 El Camino Real, #206 BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI 207,993 Air Conditioning Fire Sprinklers TOTAL VALUE 207,993 Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: LZI Complete Review LJ Other Repetitive Fee Repeats Hourly Hr. © * EsGil Fee I $615.771 I I U Structural Only Comments: Sheet 1 of 1 Carlsbad CBC2019-0148 April 17, 2019 GENERAL 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. The wood framing shown on the structural plans is prohibited in Type II Construction, per CBC Chapter 6. Each sheet of the plans must be signed by the person responsible for their preparation. California State Law. ADDITIONAL Please see the following sheets for MEP corrections. 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: D 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. Carlsbad CBC20 19-0148 April 17, 2019 PLUMBING AND MECHANICAL COMMENTS PLAN REVIEWER: Connor Reuss PLUMBING (2016 CALIFORNIA PLUMBING CODE) Please show the location of the required service sink per CPC Table 422.1. Please show the slopes for all horizontal waste pipes within the plumbing plans. Note: All waste pipes that are smaller than 4" must have a minimum slope of 2%. Please show on the plans. CPC 708.1 For each drainage piping system connected to the public sewer that is vented by one or more vent pipes, the combination of the cross-sectional area of all vents that terminate through the roof cannot be less than the cross-sectional area of the largest waste pipe in the drainage system (in this case 4" waste pipe). Please address. Note: The cross-sectional area of a 4" diameter waste pipe is 12.57". The cross-sectional area of 2" diameter vent pipe is 3.14". CIVIC 904.1 Describe the method of compliance for temperature limitations for the following fixture types (i.e. specify how note #3 on sheet P0.2 is to be maintained): public use lavatories limited to 110 degrees F per Energy Standards 11 0(c)(3) Note: The water heater thermostat may not be used for compliance. 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 MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing. And termination areas. CIVIC 310.0 & CPC 814.0. Specify compliance with CIVIC 603.4.1 for length limitations for factory made flexible air ducts (5') and use (not to be used for rigid elbows or fittings). Specify what is to be stored within the storage room on sheet MI.1. An exhaust system may be required per CIVIC Table 403.7. 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. Carlsbad CBC20 19-0148 April 17, 2019 ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Please provide a single line diagram and load calculations to justify additional panels on the service. Please provide a disconnect for the front sign(s) power connections. CEC 600.6 Provide a switch control for the EF unit in the bathroom. 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) Please correct the track lighting input on the energy forms to match correct length as shown on lighting plans. On the energy forms Include all luminaires shown on lighting plans. A complete energy plan check will be performed after completed and/or the corrected energy design has been provided. Multilevel lighting controls are required in areas 100 square feet or greater that have a connected general lighting load exceeding .5 watts per square foot. LED luminaires require dimming capability of 10 to 100%. Include control placement and design on the floorplans. ES Table 130.1-A Each type (general, display, and ornamental) of lighting shall be individually capable of being automatically shut-off when the building is unoccupied. Include the control design. ES 130.1(c) Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti mbeheshtiesgil.com OR 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. End I RECEIVED JUN 2 0 2019 CITY OF CARLSBAD BUILDING DIVISION RIGHT engineers Irvine 2 Venture, Suite ZOO Irvine, CA 92618 (p) 949.477.4001 (t) 949.477.4009 wrightengineers.com Las Vegas 1635 Village Center Cir. Suite 200 (p) 702.933.7000 (Q 702.932.7001 Phoenix 7400 W. Detroit St. Suite 170 Chandler, AZ 85226 (p) 480.483.6111 () 480.483.6112 Salt Lake 9160 S. 300W. Suite 2 Sandy, UT 84070 (p) 801.352.2001 (Q 801.352.2006 Tucson 2200 East River Road Suite 104 Tucson, AZ 85718 (p) 520.468.7400 STRUCTURAL CALCULATIONS PROJECT: SHOE PALACE 2525 EL CAMINO REAL CARLSBAD, CA 92008 PROJECrNo: SC] 82083 CUENT: SHOE PALACE DATE: October 4, 2018 SHEET INDEX BASIS FOR DESIGN 1 DESIGN DEAD LOADS 2 CALCULATIONS Cl CITI cvammeg TS [I These calculations are the sole property of WRIGHT ENGINEERS and may not be reproduced In whole or part without written permission. Calculations are valid only for the above named project and location and are not valid unless engineer's original wet signed seal is affixed. c?,cwl't °I9 14' RIGHT BASIS FOR DESIGN engin e e r s 1.1 BUILDING CODE: CALIFORNIA BUILDING CODE 2016 1.2 ROOF LIVE LOAD: 20 PSF (REDUCIBLE) 1.3 WIND LOAD: 110 MPH ULTIMATE WIND SPEED IMPORTANCE FACTOR, 1w =1.0 EXPOSURE C 1.4 SEISMIC LOAD: SEISMIC DESIGN CATEGORY 0 IMPORTANCE FACTOR, IE = 1.0: SITE CLASS R=4.0 1.5 SNOW LOAD: NONE 1.6 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.: SHAPE: STANDARD: Fr. ROLLED WIDE FLANGE SECTIONS ASTM A992 50 KS! OTHER STANDARD STEEL SHAPES AND ROLLED SECTIONS ASTM A36 36 KSI BARS AND PLATES ASTM A36 36 KSI PIPES ASTM A501 36 1(81 OR ASTM A53 TYPE E OR S, GRADE B 35 KSI HOLLOW STRUCT. SECTIONS (RECT.) ASTM A500, GRADE B 46 KSI HOLLOW STRUCT. SECTIONS (ROUND) ASTM A500, GRADE B 42 KSI BOLTS (EXCEPT IN WOOD CONNECTIONS) ASTM A325X NUTS ASTM A563 WASHERS ASTM F436 ANCHOR RODS ASTM F1554, GRADE 36 36 KSI OR GRADE 55 WHERE NOTED 55 KSI (GRADE 55 RODS SHALL COMPLY WITH WELDABILITY SUPPLEMENT SI) WELDS E-70 SERIES THREADED ROD, EPDXY BOLTS, STUDS AND BOLTS IN WOOD CONNECTIONS ASTM A307 1.7 SAWN LUMBER: SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O.: USE: SPECIES AND GRADE: 2X4 TOP PLATES DOUGLAS FIR STANDARD 2X4 STUDS (UP TO 10'-O"), BLOCKING DOUGLAS FIR STUD 2X4 STUDS (OVER 10'-0") DOUGLAS FIR No.2 2X6 TOP PLATES DOUGLAS FIR No.2 2X6 STUDS (OVER 10'-0') DOUGLAS FIR No.2 2X6 STUDS (UP TO 10'-0"), BLOCKING DOUGLAS FIR STUD 6X BEAMS AND 6X POSTS DOUGLAS FIR No.1 JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No.2 1.8 COLD-FORMED STEEL: JOISTS, STUDS, TRACK, ETC, SHALL HAVE STEEL THICKNESS AND EFFECTIVE SECTION PROPERTIES AS LISTED IN THE METAL STUD MFR.'S ASSOCIATION MANUAL (ICC ER-4943). 12.14 AND 16 GAGE STUDS AND JOISTS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KS!. THINNER GAGE STUDS AND JOISTS, ALL GAGES OF TRACK, ALL DIAGONAL TENSION STRAPS OR BRACES, AND BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI U.N.O. IBC v2OO7ll1 OE PALACE Copyright WRIGHT ENGINEERS 1 Sc i 82083 1 ROJECT SHEET RIGHT engine DESIGN DEAD LOADS SLOPING FLAT ROOF: 3-PLY COMPOSITION 2.0 1/2".PLYWD 1.5 TRUSSES OR RAFTERS AT 24' O.C. 4.0 INSULATION 1.0 1/2' GYPBD CEILING 2.0 MECH & MISC 1.5 - DL (PSF): 12.0 opy of LOADS v031706.xls RESIDENTIAL ucpyngnt WRIjMI I SHOE PALACE PROJECT: UPDATE 02-12-03 SC182083 Ii - Isa 120 3m 10/4/2018 Design Maps Summary Report USIS Design Maps Summary Report User—Specified Input Report Title SHOE PALACE Thu October 4, 2018 22:50:49 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.17924°N, 117.32685°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS—Provided Output S5 = 1.104g SMS = 1.169g 5DS 0.779g S1 = 0.426 g 5M1 = 0.670 9 Sol = 0.447 g RIGHT engin e e r s For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NENRP" building code reference document. MCE Response Spectrum Design Response Spectrum am OAS 040 032 am 0.16 Dim 05') I I I I I rim Dan 0.40 0.sSO ow LOO 12) 1.4.) JAI 15'3 21m Fevlud5 T (cec) For PGA,, TL, C, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy r the data c)rÔe te inTtooI is not a substitute for technical suDJect-matterKjI[itdYt. 820831 1 ROJECT: .5 7924000000005&longitude-117.326849999999... 1/1 SITE CLASS: D R: 4.0 Ct: 0.02 x: 0.75 Ta (SEC): 0.1 TL(SEc): 6.0 RISK CATEGORY: 11 SITE SPECIFIC IE: 1.00 SDS: 0.779 Ss: 1.104 Soi: 0.447 SI: 0.426 SEISMIC DESIGN CAT: D Fa: 1.058 Cs 0.195 Fv: 1.574 CUMIN: 0.034 Cx: 0.958 DESIGN BASE SHEAR, v: 0.195 W LEVEL WEIGHT (K) ELEV. ti ROOF 1.0 10.5 PRIMARY SYSTEM DIAPHRAGMS & COLLECTORS V( K): 0.19 MIN (12.10.1.1): 0.156W k: 1 MAX:0.312W VERT. DISTRIBUTION, Fx DIAPHRAGM, Fp LRFD ASD 12.10.1.1 G0VERINGFp Fp!Fx 0.195Wx 0.139Wx 0.195W 0.195W 1.00 RIGHT DESIGN SEISMIC LOADS engine5 ASCE 7-10 SECTION 12.8- EQUIVALENT LATERAL FORCE PROCEDURE ANCHORAGE OF CONCRETE OR MASONRY WALLS ASCE 7-10 SECTION 12.11.2.1 LRFD ASD FpAT FLEXIBLE DIAPHRAGMS: 0.623 Wp 0.445 Wp Lf(FT): 100.0 Fp AT RIGID DIAPHRAGMS: 0.312 Wp 0.223 Wp k a: 2 MULTIPLY Fp BY 1.4 FOR STEEL ELEMENTS, EXCEPT ANCHOR BOLTS AND REINF. STEEL CONNECTIONS LRFD ASD ASCE 710 SECTION 12.1.3 Fp: 0.104 Wp 0.074 Wp Fp (EQ. 13.3-1) ap Rp Z(FT) LRFD ASD 1.0 2.5 10.50 0.374 Wp 0.267Wp 1.0 2.5 9.19 0.343 WP 0.245 Wp 1.0 2.5 7.88 0.312 Wp 0.223 Wp 1.0 2.5 6.56 0.280 Wp 0.200 Wp 1.0 2.5 5.25 0.249 Wp 0.178 Wp 1.0 2.5 3.94 0.234 Wp 0.167 Wp 1.0 2.5 2.63 0.234 Wp 0.167 Wp 1.0 2.5 1.31 0.234 Wp 0.167Wp ,fYof20l2 Copyright WRIGHT ENGINEERS PROJECT- 0000 7.]7.03 SCI 82083 I1E ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE ASCE 7-10 CHAPTER 13 Ip(13.1.3): 1.0 MAX (EQ. 13.3-2): 1.246 Wp MIN (EQ. 13.3-3): 0.234 Wp RIGHT engineers fccL S&nAi Tow Wctr 44- 135-1b s fr: ,2 vil- IVA Dercmv tbs e11 Chccii& WI s;ipir j-'kv I2- Ctxx,( 2'-" frlo Iv2 Ib— . -Qj 91- lbs V.- - M15 92-1 lbS 2- - &h1a/' tfk^ tDir I2, 'ST lbS D Spsor t yi i&t j)1Ax , i"of- jWCE PROJECT: E '-° ii CS I (SHEET: 11 RIGHT engineers Scce& R" G-75- IbS 'illbc ¶p c,. j)ciwH cc screw% vv_ 02) ilp IND 3-tbr-\Gel. çIMw' t+O cM)C e. Cnr, PA LACE c't ,PROJECT: (No: I 1HEET: RIGAT engirs 3iethr Non - L ffl(J ppS) (€1 .. S F- t Ui I_h D 'y.frAItS44 )('C) -- IJ2.- 4u.JbS -o) o scf&---s 3sbS c- U— @-) CiCM5 'k Ila C. Jj.4t - cp -z- 2I15S ')(C SL.4- ROJECT: No: [SHEET- RIGHT Project Name: New WorkSpace Pawn' gfi1 r e e r S Model: SI Date: 10/04/2018 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS Designer 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: I No. of No. of Simpson Reqd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri .90.00 No Solutions - - R2 90.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Mm) 0.30 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 14.1% Stressed @R2 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No 18.00 10.00 Fy = 33.0 ksi Va = 638.1 lb Section: 600S200-33 Single C Stud Maxo = 1023.1 Ft-Lb Moment of Intertia, I = 2.06 in'4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 405.0 0.396 405.0 60.0 1001.0 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-inlin in Ft-Lb Ma-d Span 0.00 216.0 897.0 0.452 Mpos/ Deflection Ma(Brc) (in) Ratio 0.405 0.272 L1793 SIMPSON STRONG-TIE COMPANY INC. SHOE PALACE ROJECT: www.strongtie.com I SC182083 I[SHEET- C' jO: Project Name: New WorkSpace Model: HI Code: 2012 NASPEC [AISI S100-2012] 100.00 Ri R2 3.00 RIGHT P1I9f I n e e r S Date: 10/04/2018 Simpson Strong-Tie® CFS Designer 1.5.0.0 Reactions Support Reactions (Ib) Ri 150.00 R2 150.00 Shear and Web Cripolina Checks Bending and Shear 11.8% Stressed (Unstiffened): @R1 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: Section: 600S200-33 Boxed C Stud (2) Fy = 33.0 ksi Maxo = 2046.1 Ft-Lb Moment of Intertia, I = 4.12 in"4 Va =1276.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations If a span has a bracing setting larger than the span, the bracing is set to the span length Flexural and Deflection Check Deflection Mmax Mmax! Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 112.5 0.055 112.5 36.0 2046.1 0.055 0.001 L/34262 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com SHOE PALACE ILNO SC182083 1[ 1 Project Name: New WorkSpace • RIGHT Model: JSI Date: 10/04/2018 Code: 2012 NASPEC [AlSl SIOO-2012] Simpson Strong-Tie® CFS DesignerTh 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No. of No. of Simpson Reqd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors RI 35.00 No Solutions - - R2 35.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear (Unstiffened): 2.7% Stressed @R2 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No Section: (2) 600S200-33 Boxed C Stud Fy = 33.0 ksi Maxo = 2046.1 Ft-Lb Moment of Intertia, I = 4.12 in"4 Va =1276.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mposl Span FtLb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 61.2 0.030 61.2 60.0 2046.1 0.030 0.003 1J26970 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KLJr (lb-in/in) (in) load(lb) P/Pa Value Span 200.0(c 60.0 60.0 41 0.0 84.0 6700.6(c) 0.03 0.06 Member Interconnection Spacing = 12 in See NASPEC 01.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC.www.strongtie.com SHOE PALACE I SC182083 1Tc PROJECT: IIE1 7.00 10.00 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (C) is satisfied Do factor: not sc Apply entire s Anchors only <Figure 1> 1I'AIshI Anchor Designer TM Software Version 2.5.6326.38 1.Prolect 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: Concrete screw Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 2.500 Effective Embedment depth, h (inch): 1.770 Code report: ICC-ES ESR-2713 Anchor category: I Anchor ductility: No hMn (inch): 3.25 cac (inch): 7.25 CMn (inch): 3.00 S (inch): 3.00 Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal weight concrete Topside of steel deck Concrete thickness, h (inch): 3.25 State: Cracked Compressive strength, f0 (psi): 3000 'Yc.V1.O Reinforcement condition: B tension, A shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6d0 requirement: Not applicable Build-up grout pad: No iT e e r s Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 60.9000 Fax: 925.847.3671 www.strongfle.com I 8C182083 SHE ,No: ]EIET. Company: /4 2 Engineer: Project: Address: Phone: E-mail: __ Anchor Designer'TM fS) Software Version 2..5.6326.38 I ""HT ii g 'in e e r s <Figure 2> Recommended Anchor Anchor Name: Titen HD® - 3/8"0 Titen HD, hnom:2.5' (64mm) Code Report: ICC-ES EM-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.cOm SHOE PALACE [No: SC182O837L 1 Company: _______ 41:1 . 3 Engineer: Project: e ii Address: Phone: E-mail: I1I'1Ie]I Anchor Designer TM Software Version 2.5.6326.38 S P glnees Resulting Anchor Forces Anchor Tension load. Shear load x, Shear load y, Shear load combined, N. (lb) V. (lb) Vuxy (Ib) /(Vuax)2+(Vuay)2 (Ib) I 295.0 128.0 0.0 128.0 Sum 295.0 128.0 0.0 128.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 295 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, eNx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e\ (inch): 0.00 Eccentricity of resultant shear forces in y-axis, eW (inch): 0.00 Steel Strenath of Anchor in Tension (Sec. 17.4.1 Nsa (lb) ON. (lb) 10890 0.65 7079 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2 Nb = k02Ir5hd•5 (Eq. 17.4.2.2a) kc Ae f'c (psi) h, (in) Nb (Ib) 17.0 1.00 3000 1.770 2193 0.75#Nci, = 0.750(AN5/Ay.rco) Weqj,NWnNF'cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) ANC (W) A,v,, (in2 Cemin (in) q'e4N I'c.N Pcp,N Nb (Ib) 0 0.750Ncb (lb) 28.20 28.20 6.00 1.000 1.00 1.000 2193 0.65 1069 Pullout Strength of Anchor in Tension (Sec. 17.4.3 0.750Npn = 0.750pAaNp(rc/2,500)n (Sec. 17.3.1. Eq. 17.4.3.1 & Code Report) N,, (lb) f (psi) n 0 0.75 0N,, (lb) 1.0 1.00 1235 3000 0.50 0.65 650 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. n Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SHOE PALACE 1 scl8208lTcI\ 'No: IET Company: Address: Phone: E-mail: Anchor Designer TM mud Software Version 2.5.6326.38 HT gInee Steel Strength of Anchor in Shear (Sec. 17.5.1 V (Ib) 0 40V (lb) 2855 1.0 0.60 1713 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2 Shear perpendicular to edge in x-direction: Vbx = rnifll7(1e/ d8)02Ida f'cCai15; 9).4f11.5I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) d (in) f. (psi) Cal (in) Vbx (lb) 1.77 0.375 1.00 3000 4.00 2562 ØVcex =0 (A vc/Avco) Vq4Vq4,.VVb (Sec. 17.3.1 & Eq. 17.5.2.1a) Av (inn Avcx (in2) q-çv WC, V 9v Vbx (Ib) 0 0Vcbx (lb) 39.00 72.00 1.000 1.000 1.359 2562 0.75 1414 Shear parallel to edge In x-direction: Vby = minI7(1e/da)02 /daAJPcCai; 92/fcCal15I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Ia (in) da (in) AD f. (psi) Cal (in) Vby (I b) 1.77 0.375 1.00 3000 4.00 2562 ØVcbx =0 (2) (A vc/Avco) Pe,.vWc,vP,vVby(SeC. 17.3.1,17.5.2.1(c) & Eq. 17.5.2.1a) Ave (W) Av.. (n2) !f'erj,v IPA ¶I'h,v Vby (I b) 0 6Vcbx (lb) 39.00 72.00 1.000 1.000 1.359 2562 0.75 2828 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3 ØVcp = qlkcpNca = Økcp(AN0/Aivco) VedN4FrN#FmNNb (Sec. 17.3.1 & Eq. 17.5.3.1a) kcp AN. (W) ANGO (in2) WerN !Pc .N %p.N Nb (lb) 0 ØVcp (lb) 1.0 28.20 28.20 1.000 1.000 1.000 2193 0.70 1535 Results Interaction of Tensile and Shear Forces (Sec. 17.6 Tension Factored Load, N0 (Ib) Design Strength, øN (lb) Ratio Status Steel 295 7079 0.04 Pass Concrete breakout 295 1069 0.28 Pass Pullout 295 660 0.45 Pass (Governs) Shear Factored Load, Vu. (lb) Design Strength, eV (lb) Ratio Status Steel 128 1713 0.07 Pass T Concrete breakout x+ 128 II Concrete breakout y- 128 Pryout 128 1414 0.09 2828 0.05 1535 0.08 Pass (Governs) Pass (Governs) Pass Interaction check NS0Nn Vua/0Vn Combined Ratio Permissible Status Sec. 17.6.1 0.45 0.00 44.7% 1.0 Pass 318"0 Titen HD, hnom:2.5" (64mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. n Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SHOE PALACE SC182083 ITcii T: IMINN Anchor Designer TM i Software Version 2.5.6326.38 a Company: Iwo Engineer: -4"W. 15e Address: Phone: E-mail: H T fleers 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied - designer to verify. - 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. nStrong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.580.9000 Fax 925.847.3871 www.strongtie.com PROJECT: SHOE PALACE LSC18208lEs 1 I VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 8100 lb Dead Load: Vert-DL-Rxn = 6406 lb Total Load: Vert-TL-Rxn = 14506 lb COLUMN DATA Total Column Length: 16.25 ft Unbraced Length (X-Axis) Lx: 16.25 ft Unbraced Length (Y-Axis) Ly: 16.25 ft Column End Condtion-K (e): I COLUMN PROPERTIES HSS 4.500 x 0.125 - Round Steel Yield Strength: Fy = 42 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4.5 in Column Wall Thickness: t = 0.116 in Area: A= 1.6 in Moment of Inertia (deflection): lx = 3.84 in4 Section Modulus: Sx = 1.71 1n3 Plastic Section Modulus: Zx = 2.23 1n3 Red. of Gyration: rx = 1.55 in Column Compression Calculations: KL/r Ratio: KLxlrx = 125.81 Controlling Direction for Compr. Caics: (Y-Y Axis) Flexural Buckling Stress: Fcr = 15.86 ksi Controlling Equation F8-1 Nominal Compressive Strength: Pc = 15 kip Combined Stress Calculations: Hi-la Controls: 0.95 dy 4.5in ly= 3.84 1n4 Sy= 1.71 iñ3 Zy= 2.23in3 ry= 1.55 in KLy/ry = 125.81 PL= 8100 lb PD= 6311 lb t CsW= 951b PT= 14506 lb I SC182081EILj Project Shoe Palace ( \ Location: Cl Column [2015 International Building Code(AISC 14th Ed ASP)] HSS 4.500 x 0.125 x 16.25 FT /ASTM A500-GR.B-42 Section Adequate By: 4.5% StruCalc9.0 page Kim— VMR GIA,~- Version 9.0.3.0 3128/2019 4:23.,573W n e e r s MATERIAL PROPERTIES 2.OE Microllam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2600 psi Fb 3279 psi Cd=1.25CF=1.01 Shear Stress: Fv . 285 psi FV = 356 psi Cd= 1.25 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. to Grain: Fc - = 750 psi Fc - L = 750 psi Controlling Moment: 4928 ft-lb 13.52 Ft from left support of span 2 (Center Span) Created by combining all dead loads .and live loads on span(s) 2 Controlling Shear: 726 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Project: Shoe Palace Lodbtion: R1, Multi-Loaded Multi-Span Beam [2015 International Building Code(1991 1.75 IN x 11.25 IN x 26.5 FT NDS)] UT 2.OE Microllam - iLevel Trus Joist Section Adequate By: 19.7% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.53 IN L/595 Dead Load 0.94 in Total Load 1.48 IN L1216 Live Load Deflection Criteria: U240 Total Load Deflectiofl Criteria: L/180 REACTIONS Live Load 265 lb 265 lb Dead Load 461 lb 448 lb Total Load 726 lb 713 lb Bearing Length 0.55 in 0.54 in BEAM DATA Center Span Length 26.5 ft Unbraced Length-Top 0 ft Unbracd Length-Bottom 26.5 ft Live Load Duration Factor 1.25 Notch. Depth 0.00 WStruCalc 9.0 page V3RIG of engi eers StruCalc Version 9.0.3.0 4/1/2019 9:44:30 AM UNIFORM LOADS Center Uniform Live Load 20 plf Uniform Dead Load 12 plf Beam Self Weight 6 plf . . . Total UnifOrm Load 38 plf . POINT LOADS - CENTER SPAN Load Number QUA Two Three Four Live Load . 0 lb 0 lb 0 lb 0 lb Dead Load 107 lb 107 lb 107 lb 107 lb Location . 1.5 ft 12.5 ft . 16 ft 21.5 ft Comparisons with required sections: _Rgg!d Provided Section Modulus: 18.04 1n3 36.91 in3 Area (Shear): 3.06 in2 19.69 in2 Moment of Inertia (deflection): 173.41 in4 207.64 in4 Moment: 4928 ft-lb 10086 ft-lb Shear: 726 lb 4676 lb SHOE PALACE sc182083lflcic .!.qStriiCalc 9.0 - page Z.E 99RIC1, ngine StruCalc Version 9.0.3.0 3/28/2019 423:21 PM 6 r 3 UNIFORM LOADS Center Uniform Live Load 540. plf Uniform Dead Load 324 plf Beam Self Weight 35 plf Total Uniform Load. 899 plf POINT L9ADS - CENTER SPAN .. Load Number One Two IIft Live Load 0 lb 0 lb 0 lb Dead Load 64016 64016 318 lb Location 15 ft 15 ft 3 ft Project: Shoe Palace Location: Gi • ( .o Multi-Loaded Multi-Span Beam [2015 International Building Code(AISC 14th Ed ASD)] A992-50 W18x35 x 30.0 FT Section Adequate By: 49.2% Controlling Factor: Moment DEFLECTIONS - Center Live Load 0.67 IN L/541 Dead Load 0.53 in Total Load 1.20 IN 1/301 Live Load Deflection Criteria: 1/240 Total Load Deflection Criteria: L1180 REACTIONS Live Làad 8100 lb 8100 lb Dead Load 6311 lb 6057 lb Total Load 14411 lb 14157 lb Bearing Length 0.83 in 0.83 in BEAM DATA Center Span Length 30 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 30 ft STEEL PROPERTIES WI 8x35 - A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 17.7 in Web Thickness: tw = 0.3 in Flange Width: bf = 6 in Flange Thickness: if = 0.43 in Distance to Web Toe of Fillet: k = 0.83 In. Moment of Inertia About X-X Axis: Ix = 510 in4 Section Modulus About X-X Axis: Sx = 57.6 in3 Plastic Section Modulus About X-X Axis: Zx = 66.5 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 7.06 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 53.49 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: . Lb = 0 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 4.31 ft Nominal Flexural Strength w/ safety factor: Mn = 165918 ft-lb Controlling Equation: F21 Web height to thickness ratio: h/tw, = 53.49 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit 53.95 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 106200 lb Controlling Moment: 111215 ft-lb 15.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 14411 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Raced Provided Moment of Inertia (deflection): 305.47 1n4 510 in4 Moment: 111215 ft-lb 165918 ft-lb Shear: 14411 lb 106200 lb SHOE PALACE 1 l No: sci 82O81 FSHE(IET.- j L!A!IRIGHT engineers 3iThJ CEit-i 'NV (,'o %b. Fp: .21 F):= 176.v6 —a 4-;;;-- t_ W '4 tE: M1kC PROJECT: Sc,iVo2 1 Ct-i (No: IHEET: STRUCTURAL CALCULATIONS PROJECT: SHOE PALACE 2525 EL CAMINO REAL CARLSBAD, CA 920081 PROJECFNo: SCI 82083 CUENT: SHOE PALACE PATE: October 4, 2018 RIGHT engineers Irvine 2 Venture, Suite 200 Irvine, CA 92618 (p) 949.477.4001 (Q 949.477.4009 wrightengineers.com Las Vegas 1635 Village Center Cir. Suite 200 (p) 702.933.7000 (Q 702.933.7001 Phoenix 7400W. Du-olt St. Suite 170 Chandler, AZ 85226 (p) 480.4836111 (Q 480.483.6112 Salt Lake 9160 S. 300W. Suite 2 Sandy, UT 84070 (p) 80 1.352 2001 (I) 801.352.2006 SHEET INDEX BASIS FOR DESIGN DESIGN DEAD LOADS CALCULATIONS 2 Cl Tucson 2200 East River Road Suite 104 Tucson. AZ 85718 (p) 520.468.7400 CBC20I9-0148 2525 EL CAMINO REAL #206 SHOE PALACE: 4,472 SF RETAIL TO RETAIL TI 1563020900 4/3/2019 CBC20I 9-0148 These calculations are the sole property of WRIGHT ENGINEERS and may not be reproduced in whole or part without written permission. Calculations are valid only for the above named project and location and are not valid unless engineer's original wet signed seal is affixed. RIGHT BASIS FOR DESIGN engjnprq 1.1 BUILDING CODE: CALIFORNIA BUILDING CODE 2016 1.2 ROOF LIVE LOAD: 20 PSF (REDUCIBLE) 1.3 WIND LOAD: 110 MPH ULTIMATE WIND SPEED IMPORTANCE FACTOR, Iw= 1.0 EXPOSURE C 1.4 SEISMIC LOAD: SEISMIC DESIGN CATEGORY D IMPORTANCE FACTOR, IE = 1.0 SITE CLASS D R4.0 1.5 SNOW LOAD: NONE 1.6 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.: SHAPE: STANDARD: ROLLED WIDE FLANGE SECTIONS ASTM A992 OTHER STANDARD STEEL SHAPES AND ROLLED SECTIONS ASTM A36 BARS AND PLATES ASTM A36 PIPES ASTM A501 OR ASTM A53 TYPE E OR 5, GRADE B HOLLOW STRUCT. SECTIONS (RECT.) ASTM A500, GRADE B HOLLOW STRUCT. SECTIONS (ROUND) ASTM A500, GRADE B BOLTS (EXCEPT IN WOOD CONNECTIONS) ASTM A325X NUTS ASTM A563 WASHERS ASTM F436 ANCHOR RODS ASTM F1554, GRADE 36 OR GRADE 55 WHERE NOTED (GRADE 55 RODS SHALL COMPLY WITH WELDABILITY SUPPLEMENT SI) WELDS E-70 SERIES THREADED ROD, EPDXY BOLTS, STUDS AND BOLTS IN WOOD CONNECTIONS ASTM A307 1.7 SAWN LUMBER: SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O.: USE: SPECIES AND GRADE: 2X4 TOP PLATES DOUGLAS FIR STANDARD 2X4 STUDS (UP TO 10'-0"), BLOCKING DOUGLAS FIR STUD 2X4 STUDS (OVER 10'-0") DOUGLAS FIR No.2 2X6 TOP PLATES DOUGLAS FIR No.2 2X6 STUDS (OVER 10-0") DOUGLAS FIR No.2 2X6 STUDS (UP TO 10'-O"), BLOCKING DOUGLAS FIR STUD 6X BEAMS AND 6X POSTS DOUGLAS FIR No. I JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No.2 1.8 COLD-FORMED STEEL: JOISTS, STUDS, TRACK, ETC., SHALL HAVE STEEL THICKNESS AND EFFECTIVE SECTION PROPERTIES AS LISTED IN THE METAL STUD MFR.'S ASSOCIATION MANUAL ([CC ER-4943). 12.14 AND 16 GAGE STUDS AND JOISTS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI. THINNER GAGE STUDS AND JOISTS, ALL GAGES OF TRACK, ALL DIAGONAL TENSION STRAPS OR BRACES, AND BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI U.N.O. IBC v20071 112 °SHOE PALACE Copyright WRIGHT ENGINEERS I [No: SC 182083 J E v20071 112 ROJECT: _________ Fy 50 KSI 36 KSI 36 KSI 36 KSI 35 KSI 46 KSI 42 KSI 36 KSI 55 KSI RIGHT engine DESIGN DEAD LOADS SLOPING FLAT ROOF: 3-PLY COMPOSITION 2.0 112"PLYWD 1.5 TRUSSES OR RAFTERS AT 24" O.C. 4.0 INSULATION 1.0 112" GYPBD CEILING 2.0 MECH & MISC 1.5 DL (PSF): 12.0 706.xls RESIDENTIAL Copyright WRIGHT ENGINEERS UPDATE 02-12-03 SHOE PALACE I SC182083 ]FEET- 10/4/201B L.Jesugn Maps bummary tepon USGS Design Maps Summary Report User-Specified Input Report Title SHOE PALACE Thu October 4, 2018 22:50:49 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.179240N, 1 17.32685°W RIGHT engin e e r s Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS-Provided Output S= 1.104g SMS = 1.169g S0 = 0.779g S1 = 0,426 g SM1 = 0.670 g SD1 = 0.447 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. AICE4a Response Spectrum JOB 0.96 0.72 W43 Bib DAB 0.13 I I I 3,O o. OAO QJW OM W) io 1,40 :Lta 12D 3W Peiied. T (see) Design Response Spectrum ass 0.72 OAS 040 032 0.24 0.16 OM OAD I I I I I OM o4O oso oo IM IM ilo I-M i Feriud, T (see) For PGAM, TL, C, and CR1 values, please view the detailed repi. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracYt the data cep8inedSHOEteAtATtoOl is not a substitute for technical E I1 1 ROJECT- No: https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=min1mal&Iatitude=33.17924000000005&longitude=-1 17.326849999999... Ill PRIMARY SYSTEM DIAPHRAGMS & COLLECTORS V(K): 0.19 MIN(12.1O.1.1): 0.156W k: 1 MM:0.312W VERT. DISTRIBUTION, Fx DIAPHRAGM, Fp LRFD ASD 12.10.1.1 GOVERINGFp FpIFx 0.195Wx 0.139Wx 0.195W 0.195W 1.00 SITE CLASS: D R: 4.0 Ct: 0.02 x: 0.75 Ta (SEC): 0.1 TL(sEC): 6.0 RISK CATEGORY :II IE: 1.00 Ss: 1.104 Si : 0.426 Fa: 1.058 Fv: 1.574 SITE SPECIFIC 505: 0.779 SDI : 0.447 SEISMIC DESIGN CAT: D C : 0.195 C MIN: 0.034 C5 MAX: 0.958 DESIGN BASE SHEAR, v: 0.195 W LEVEL WEIGHT (K) ELEV. (FT) ROOF 1.0 10.5 RICHT DESIGN SEISMIC LOADS engin e e r s ASCE 7-10 SECTION 12.8- EQUIVALENT LATERAL FORCE PROCEDURE ANCHORAGE OF CONCRETE OR MASONRY WALLS ASCE 7-10 SECTION 12.11.2.1 LRFD ASD FpAT FLEXIBLE DIAPHRAGMS: 0.623 Wp 0.445 Wp Lf(Fr): 100.0 FpAT RIGID DIAPHRAGMS: 0.312 Wp 0.223 Wp k a: 2 MULTIPLY Fp BY 1.4 FOR STEEL ELEMENTS, EXCEPT ANCHOR BOLTS AND REINF. STEEL CONNECTIONS LRFD ASD ASIDE 7-10 SECTION 12.1.3 Fp: 0.104 Wp 0.074 Wp ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE ASCE 7-10 CHAPTER 13 Fp (EQ. 13.3-1) Ip (13.1.3): 1.0 ap Rp Z(FT) LRFD ASD MAX (EQ. 13.3-2): 1.246 Wp 1.0 2.5 10.50 0.374 Wp 0.267 Wp MIN (EQ. 13.3-3): 0.234 Wp 1.0 2.5 9.19 0.343 Wp 0.245 Wp to 2.5 7.88 0.312 Wp 0.223 Wp 1.0 2.5 6.56 0.280 Wp 0.200 Wp 1.0 2.5 5.25 0.249 Wp 0.178 Wp 1.0 2.5 3.94 0.234 Wp 0.167Wp 1.0 2.5 2.63 0.234 Wp 0.167 Wp 1.0 2.5 1.31 0.234 Wp 0.167 Wp t of2012 Ccpyright WRIGHT ENGINEERS 'ROJECT: 11-41- 7.03 f C182083 I 2- E1 RIGHT engineers Cticxk Po1 C11_ id ,&&g WI lb—-. - Wi • ¶-C 211 bc 0hcu4 . C -. ,,ls i -ii (,tVA)Q3 FET-. c PROJECT:E 11 RIGHT engineers Sccice& i2& - W1 (7c JbS 1c'j(.zc) Id( '11 U Oj). I SC (J 15j > Ii /b, c u@11:I 'CrtA,sS, i3 -m' }eiL - I 14 t+o 1 c/1)t ECT: S-ii€ PALACE 1l r, 4 1111 _J JET: RIGHT engineers Eiethr Nur — Li c.,A i3 \'ii. W(r'A piS) JJ2- II'S. 1-0 Ceo. 4L ib Sctv'IS '3S•fI')s> bI1 u- C:?-) to C. e4 GJ. z- '2-L' I' c ))65 ;jL H- :U-,(- -'I/S tA,/ I 1/(/',ere44. Zt11'of(. ECT: 110: cls- 1 L E~l Project Name: New WorkSpace Model: Si Code: 2012 NASPEC [AISI Si 00-2012] RIGHT P1gf1n e e r S Date: 10/04/2018 Simpson Strong-Tie® CFS DesignerTM 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: I No. of No. of Simpson Reqd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri .90.00 No Solutions - - R2 90.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Mm) 0.30 Shear and Web Cripnlinp Checks Bending and Shear(Unstiffened): 14.1% Stressed @R2 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No 18.00 10.00 Fy = 33.0 ksi Va =638.1 lb Section: 600S200-33 Single C Stud Maxo = 1023.1 Ft-Lb Moment of Intertia, I = 2.06 in'4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 405.0 0.396 405.0 60.0 1001.0 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! lb-in/in in Ft-Lb Ma-d Span 0.00 216.0 897.0 0.452 Mposl Deflection Ma(Brc) (in) Ratio 0.405 0.272 L/793 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com PROJECT: SHOE PALACE I SC182083 ESH~~I Project Name: New WorkSpace Model: HI Code: 2012 NASPEC AlSI S100-2012] 100.00 Ri R2 3.00 RIGHT Pigr! n e e r $ Date: 10/04/2018 Simpson Strong-Tie® CFS Designer 1.5.0.0 Reactions Support Reactions (lb) Ri 150.00 R2 150.00 Shear and Web Crioplinci Checks Bending and Shear 11.8% Stressed (Unstiffened): @131 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: Section: •(2) 600S200-33 Boxed C Stud Maxo = 2046.1 Ft-Lb Moment of Intertia, I = 4.12 in'4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations If a span has a bracing setting larger than the span, the bracing is set to the span length Flexural and Deflection Check Mmax Mmax! Mpos Bracing Ma(Brc) Mpos/ Spin Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) Span 112.5 0.055 112.5 36.0 2046.1 0.055 Fy=33.oksi Va = 1276.1 lb Deflection (in) Ratio 0.001 1-/34262 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com PROJECT: SHOE PALACE I SC 182083 lrct Project Name: New WorkSpace Model: JSI Code: 2012 NASPEC [AISI S100-2012] RIGHT -P 1 1911I n e e r S Date: 10/04/2018 Simpson Strong-Tie® CFS Designer 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No. of No. of Simpson Reqd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors RI 35.00 No Solutions - - R2 35.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) 0 Bridging Connectors - Design Method = AISI SIOO Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear (Unstiffened): 2.7% Stressed @R2 Bending and Shear (Stiffened): NA Web Stiffeners Required?: No. NJ 7.00 10.00 Fy = 33.0 ksi Va = 1276.1 lb Section: (2) 600S200-33 Boxed C Stud Maxo = 2046.1 Ft-Lb Moment of Intertia, I = 4.12 in'4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc] Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 61.2 0.030 61.2 60.0 2046.1 Combined Bending and Axial Load Details Mposl Deflection Ma(Brc) (in) Ratio 0.030 0.003 L/26970 Axial Ld Bracing(in) Max Kphi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KLJr (lb-in/in) (in) load(lb) PIPa Value Span 200.0(c) 60.0 60.0 41 0.0 84.0 6700.6(c) 0.03 0.06 Member Interconnection Spacing = 12 in See NASPEC DI.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com PROJECT: SHOE PALACE SCI 82083 U.-No: Anchor Designer7M I) Software Version 2.5.6326.38 Address: Phone: iT e e r s 1.Prolect 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: Concrete screw Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 2.500 Effective Embedment depth, her (inch): 1.770 Code report: ICC-ES ESR-2713 Anchor category: I Anchor ductility: No hmin (inch): 3.25 c (inch): 7.25 C 0 (inch): 3.00 S 0 (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: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (C) is satisfied 00 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Project description: Location: Fastening description: Base Material Concrete: Normal weight concrete Topside of steel deck Concrete thickness, h (inch): 3.25 State: Cracked Compressive strength, f0 (ps: 3000 'VC.v: 1.0 Reinforcement condition: B tension, A shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6d0 requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. ri Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SHOE PALACE ii SC182083 IuEEI 1 'No: RIGHT engineers Ct1-Cc. MECM. tNUC, fp•. FuTEP Q 2-77el) =- 3'tO ibc. 59Av MOT v b3 S%'. Pt1M'E PROJECT: ii Gt3 [No: (SHEET: RIGHT en g ineers BiTh.i CCIL-INIG 13cE 'N1- (MO • Fp; Fc PROJECT: 11EET: p.- i1I I '1 I Anchor Designer TM S) Software Version 2.5.6326.38 Company: - .1 Engineer: Project: Address: Phone: E-mafl n e e r S <Figure 2> Recommended Anchor Anchor Name: Titen HD - 318"9 Titen HD,. hnom:2.5" (64mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94586 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SHOE PALACE __1I SC182O831[ A I MF Company: Engineer: _______ 411:1 . 3 Project: e ri Address: Phone: E-mail: t1lL'AI'iiU Anchor Designer TM Software Version 2.5.6326.38 S Th g in e e r S Resulting Anchor Forces Anchor Tension load, Shear toad x, Shear load y, Shear load combined, Nua (lb) V. (lb) V5 (lb) 1(Vuax)2+(Vuay)2 (lb) 1 295.0 128.0 0.0 128.0 Sum 295.0 128.0 0.0 128.0 Maximum concrete compression strain (%a): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 295 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'pi (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e' (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e' (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'W (inch): 0.00 Steel Strength of Anchor in Tension (Sec. 17.4.1) No (lb) . ON. (lb) 10890 .0.65 7079 S. Concrete Breakout Strenath of Anchor in Tension (Sec. 17.4.2) Nb = kcA0If'chel15(Eq. 17.4.2.2a) kc As f (psi) h0, (in) Nb (lb) 17.0 1.00 3000 1.770 2193 0.75 ØNcb = 0.750 (Aivc/Awco) !Pe4N1'cNWcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) ANc (1fl2) A,v0 0n2 e,m,n (in) T1e4N PN Wcp,N Nb (lb) qi 0.75ØN6 (to) 28.20 28.20 6.00 1.000 1.00 1.000 2193 0.65 1069 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.750Npn = 0.7509p,%aNp(Pc/2,500)' (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) 2 a Np (Ib) f (psi) n 0 0.75 ØNpn (lb) 1.0 1.00 1235 3000 0.50 0.65 660 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. n Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngtie.com SHOE PALACE _1I SC182O83l[? __RT Company: 'IVW. 74* Engineer: Project: W if Address: Phone: E-mail: I SIMPSON Strong-Tie No Anchor Designer TM Software Version 2.5.6326.38 GHT .lneers Steel Strength of Anchor in Shear (Sec. 17.5.1) V. (lb) Øgrout 0 ØgmutØ V15 (lb) 2855 1.0 0.60 1713 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vb. = minl7(1e/ d5)° JdaAa Jf'cCai15 9)4f 511.5I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) d5 (in) Aa f (psi) c5i (in) Vbx (lb) 1.77 0.375 1.00 3000 4.00 2562 ØV&c =0 (A vc/Avco) vPc,vqfzvVbx (Sec. 17.3.1 & Eq. 17.521a) Avc (W) Avco (in2) 14j,v Wo, V K V Visc (lb) 0 ØVcbx (lb) 39.00 72.00 1.000 1.000 1.359 2562 0.75 1414 Shear parallel to edge In x-direction: Vby = minI7(1e/da)0 Idala.1fcce11.5; 9A417oCa115I (Eq. 17.5.2.2a& Eq. 17.5.2.2b) le (in) d8 (in) AB f (psi) Cci (in) : V,,, (lb) 1.77 0.375 1.00 3000 4.00 2562 ØVo =0(2)(AvC/Av15) Vleg vY,v!h,vVby(Sec. 17.3.1, 17.5.2.1(c)& Eq. 17.5.2.1 a) Avc (W) Avco 02)!f'ei,,v YcV Vby (lb) 0 qlVc,,x (lb) 39.00 72.00 1.000 1.000 1.359 2562 0.75 2828 10, Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3) = ØkNth = Øk(A/A) PØNV'c,N4p,NNb (Sec. 17.3.1 & Eq. 17.6.3.1 a) k11, At* (in) AN. (in') 7'04 Y'c,N ¶Pcp,N Nb (Ib) 0 6V1 (lb) 1.0 28.20 28.20 1.000 1.000 1.000 2193 0.70 1535 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load, Nua (lb) Design Strength, eN1 (lb) Ratio Status Steel 295 7079 0.04 Pass Concrete breakout 295 1069 0.28 Pass Pullout 295 660 0.45 Pass (Governs) Shear Factored Load, Vua (lb) Design Strength. OW (Ib) Ratio Status Steel 128 1713 0.07 Pass T Concrete breakout x+ 128 1414 0.09 Pass (Governs) II Concrete breakout y- 128 2828 0.05 Pass (Governs) Pryout 128 1535 0.08 Pass Interaction check N5191N5 VwIOVn Combined Ratio Permissible Status Sec. 17.6.1 0.45 0.00 44.7% 1.0 Pass 318"0 Titen HD, hnom:2.5" (64mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 1 Strong-Tie Company inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SHOE PALACE SC182O83lL S '( I1o: I!ET I I '•1 Company: _____ 'I1 __ . 5 e n - Engineer: Project: Address: Phone: E-mail: t1IlYAIi'JU Anchor DesignerTM Software Version 2.5.6326.38 gn e e r s 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied —designer to verify. - 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 he existing circumstances, the standards and guidelines must be checked for plausibility. n Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SHOE PALACE 1J SC182O81rc 1 Project: Shoe Palace (c\ Location: CI I Column [2016 International Building Code(AISC 14th Ed ASP)] HSS 4.500 x 0.125 x 16.25 FT /ASTM A500-GR.B-42 Section Adequate By: 4.5% (VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 8100 lb Dead Load: Vert-DL-Rxn = 6406 lb LTotal Load: Vert-TL-Rxn = 14506 lb COLUMN DATA Total Column Length: 16.25 ft Unbriced Length (X-Axis) Lx: 16.25 ft ljnbraced Length (Y-Axis) Ly: 16.25 ft Column End Condtion-K (e): I COLUMN PROPERTIES HSS 4.500 x 0.125 - Round Steel Yield Strength: Fy = 42 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4.5 in dy = 4.5 in Column Wall Thickness: t = 0.116 in Area: A= 1.6 in Moment of Inertia (deflection): Ix = 3.84 1n4 ly = 3.84 1n4 Section Modulus: Sx = 11.71 in3 Sy = 1.71 in3 Plastic Section Modulus: Zx = 2.23 in3 Zy = 2.23 in3 Rad. of Gyration: ix = 1.55 in ry = 1;55 in Column Compression Calculations: KL/r Ratio: KLx/rx = 125.81 KLylry = 125.51 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 15.86 ksi Controlling Equation 178-1 Nominal Compressive Strength: Pc = 15 kip Combined Stress Calculations: HI-la Controls: 0.95 StruCalc 9.0 page iL BRIG!T ellMj StruCaic Version 9.0.3.0 3/28/20194:23:53 PM fl e r S PL= 8100 lb PD= 6311 lb it CSW= 951b PT= 14506 lb Lsc18208i] ru0 No: _J(ET: Project: Shoe Palace 1j1StruCalc 9.0 page Location: R1 Multi-Loaded Multi-Span Beam [2015 BddingCode(1991 NDS)] MRICi 175 INx1125 INx265FT WM rig i e e r s 2.OE Microllam - !Level Trus Joist StruCaic Version 9.0.3.0 4/1/2019 9:44:30 AM Section Adequate By: 19.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.53 IN L/595 Dead Load 0.94 in Total Load 1.48 IN L/216 Live Load Deflection Criteria: L1240 Total Load Deflection Criteria: U180 REACTIONS Live Load 265 lb 265 lb Dead Load 461 lb 448 lb 1 2 3 4 Total Load 726 lb 713 lb 1 1 Bearing Length 0.55 in .0.54 in BEAM DATA Center Span Length 26.5 ft Unbraced Length-Top 0 ft 265ft Unbraced Length-Bottom 26.5 ft B Live Load Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center 2.OE Microllam - !Level Trus Joist 20 plf Uniform Live Load Base Values Adiusted Uniform Dead Load 12 plf Bending Stress: Fb = 2600 psi Fb = 3279 psi BeamSelf Weight 6 plf Cd=1.25CF=1.01 Total Uniform Load 38 plf __________________________________________ Shear Stress: Fv = 285 psi Fv' = 356 psi POINT LOADS - CENTER SPAN C61.25 Load Number One I= Three Four Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Live Load 0 lb 0 lb 0 lb 0 lb Comp. -2-to Grain: Fc--1-= 750 psi FC--t- = 750 psi Dead Load 107 lb 107 lb 107 lb 107 lb Location 1.5 It 12.5 ft 16 ft 21.5 ft Controlling Moment: 4928 ft-lb 13.52 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 726 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Provided Section Modulus: 18.04 in3 36.91 in3 Area (Shear): 306 in2 19.69 in2 Moment of Inertia (deflection): 173.41 in4 207.64 in4 Moment: 4928 ft-lb 10086 ft-lb Shear: 726 lb 4676 lb SHOE PALACE 1l SC 182083 ESHEE~r: I 1 __ Project: Shoe Palace . Location: R2 Multi-Loaded Multi-Span Beam .[2015 International Building Code(1991 NOS)] 1.75 IN x 11.25 IN x 27.0 FT 2.OE Microllam - !Level Tws Joist Section Adequate By: 25.0% Controlling Factor: Deflection StruCaic 9.0 page [WR IG e e StruCalc Version 9.0.3.0 41112019 9:45:00 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.58 IN U563 Dead Load 0.86 in Total Load 1.44 IN L/225 Live Load Deflection Criteria: L1240 Total Load Deflection Criteria: L1180 REACTIONS 4 Live Load 270 lb 270 lb Dead Load 494 lb 316 lb 1 Total Load 764 lb 586 lb I Bearing Length 0.58 in 0.45 in BEAM DATA Center - Span Length 27 ft Unbraced Length-Top 0 ft 27ft - Unbraced Length-Bottom 27 ft Live Load Duration Factor 1.25 NotchDepth 0.00 MATERIAL PROPERTIES UNIFORMLOADS 'Center 2.OE Microllam - iLevel Trus Joist Uniform Live Load 20 plf Uniform Dead Load 12 plf BaseValues Adiusted Beam Self Weight 6 plf Bending Stress: 2600 psi Fb = 3279 psi Total Uniform Load 38plf Shear Stress: Fv = 285 psi Fv = 356 psi POINT LOADS_- CENTER SPAN Cd=1.25 Load Number One Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Live Load 0 lb Comp. L to Grain: Fc - = 750 psi Fc - L = 750 psi Dead Load 320 lb - Location 61t Controlling Moment: 4503 ft-lb 11.61 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 764 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reced Provided Section Modulus: 16.48 in3 36.91 in3 Area (Shear): 3.22 in2 19.69 in2 Moment of Inertia (deflection): 166.07 in4 207.64 in4 Moment: 4503 ft-lb 10086 ft-lb Shear: 764 lb 4676 lb SHOE PALACE IJ SC182 ~~] 1!E1 SAN DIEGO REGIONAL I OFFICE USE ONLY HAZARDOUS MATERIALS 'RECORD ID#_______________________________ IPLAN CHECK #__________________ QUESTIONNAIRE I DATE BP I Business Name SHOE PALACE ELLIOT FLAUM Business Contact Telephone # 408310.4141 Project Addre Zip Code I APN# - City State CA z.cr.i Mailing Address SAME AS ABOVE City State Zip Code I Plan File# Project Contact DENNIS AUSTRIA Applicant DAUSTRIA@MCGARCHI:WeW.COM 415-974-6002 The following, questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophoncs 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radloactives 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, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt YES NO (for new construction or remodeling projects) / 0 0 Is your business listed on the reverse side of this form? (check all that apply). Date Initials 0 EN Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 12 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 0 CalARP Required pounds and/or 200 cubic feet? 0 l Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 Will your business use an existing or install an underground storage tank? 0 ixi Will your business store or handle Regulated Substances (CalARP)? 0 lxi Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 lxi Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD: Any YES answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomøtisdcountv.ca.ciov (858) 586-2650). [*No stamp required if QI Yes and 03 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project [Excludes garages & small outbuildings.) YES NO EJ 0 Will the project disturb 160 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 EN Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdaocd.org/info/facts/oermits.odf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project: SHOE STORE TENANT IMPROVEMENT OF (E) RETAIL SPACE INTO A SHOE STORE I declare under penalty of perjury that to the best of my knowledge and belief tie responses made herein are true and correct. Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:_________________________________________________________________ BY: DATE: I I 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 A stamp in this box g]jy exempts businesses from completing or updating a Hazardous Materials business Plan. utner permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division Date Initials o CalARP Complete Date Initials - NEW HSS4n44 (I TOTAL) EXISTiNG WF ROOF MEMBER NEW L2n24 (lYe) 61W COLUMN AS SPECIFIED r'MBE LT R)"D16A325C?NN ( _________ SUPPORT COL.- NEW L-MEMBER PE R-i I ~BLE(2 TOTAL) (2 TOTAL) I - DOG--LEG COLUMN (I INSTALLED) S U WF I.IBER NEW DIA 2 (4 IAN TIED TSELF-TAPPING SCREW (8 TOTAL PER COLUMN) TYPICAL SIDE ELEV VIEW (4 INSTALLED) 1 NEW STRAIGHT-LEG COLUMN. (3 INSTALLED) FRONT ELEV VIEW SITE ELEV VIEW CONNECTIONS TO WF ROOF BEAMS URn L-MYnnbe, SUng L3n3a1 nn Span 71 - I .Yn34 HIlT T)pcn 153 1_4.44 Mn Span = 116 L44nj Mn. Span I82 L4n4n) MA. Span 12 SHEET NOTES CONTRACTOR TO FIELD VERIFY SIZE OF TAISTINA poor MEMULPS CONTRACTOR TO FIELD VERIFY VERTICAL HEIGHT ABOVE FINISHED FLOOR OF 6011CM OF EXISTING ROOF MEMBERS CONTRACTOR TO FIELD VERIFY HORIZONTAL SPACING OF EXISTING ROOF MEMBERS SEE OVERHEAD DOOR SUBMITTAL FOR ORIENTATION OF COLLIIIlI BASE PLATE WITH OVERHEAT) DOOR ASSEMBLY SEE OVERHEAD DOOR SUBMITTAL FOR CONNECTION OF ODOR ASSEMBLY TO ASS CCILC211 AT HEIGHT OF APPROXIMATELY Il-Il - ABOVE FINISHED FLOOR FF CURTAIN ~I GUIDE LL NEW A36 BASE PLATE2 TOTAL) "'..D14 All -5Th 1111H '. 1)EARED 1.1 TOVAL1 \ \ 155 4.4N 5IIT(,FT COLUMN (2 TIlL) COLUMN BASE PLATE PLAN VIEW (SCALE: E1-O) ALUMATEC PACIFIC PRODUCTS ISO SUIT SOD NORTH CETTZRA(IJ.E. ITT. RI0I4 OW-DIR-PINT SHOE PALACE DOOR INSTALLATION CARLSLIAO, CA 02008 APPROVED FOR CONSTRUCTION WI MAN 1:1 2010 (CARl 61 EN) 111)1 1111 II PAlO I' I.iiY.iO AlIAS. lILT I -- I OVFHIIIAI( 1)001) I;Pp0I(T roI.l:MN CONS El lION S I'(020 :iO() IIIOMAS ENGINEERING COMPANY Client: Alumatec Pacific Products, Inc.. Prepared By: 844 East Village Way Project Description: ORD Installation at Shoe Palace in Carlsbad, CA Checked By: Brent F. Thomas, S.E. Date: 7-Oct-19 Irt,il heights, LIT 84037-2148 Project Location: 2525 El Camino Real Ste 206 Carlsbad, CA 92008 Revision No.: 0 Date: l'lione: (801) 295-4897 TEC Project No: 19020 Page: I Email: Brcnt'iOtlionmasengr.coni Analysis Description: Field Modifications Governing Agency: Carlsbad City Sheet Description: Wind & Seismic Design Criteria A Design Wind Loads Design Wind Velocity Pressure Exposure Building Importance Roof Building Section Wind Stagnation Exposure Coefficients Category Factor Angle I 2 3 4 I E 2E 3E 40 Speed Pressure Height Ks Kzt K . . GCpf 1w) . 0.4 -0.69 -0.7 -0.9 0.61 -1.07 453 -0.43 (mph) (psi) (0) (Degree) 115 24.46 0-15 0.85 1.00 0.85 C II 1.0 0.0 For GCpi = 0.18 25.90 20 0.90 5.70 -22.53 -14.24 -12.17 11.14 -32.37 -18.39 -15.80 2705 25 0.94 For GCpi -0.18 28.20 30 0.98 15.02 -13.21 -4.92 -2.85 20.46 -23.05 -9.06 -6.47 29.93 40 1.04 31.37 50 1.09 32.52 (sO 1.13 33.67 7)) 1.17 3482 SO 1.21 3568 00 1.24 36.26 100 1.26 14 Design Seismic Coefficient I. Buildings Seismic Importance Seismic Site Soil Site Coefficients Mapped Spectral Spectral Response Five Percent Damped Response Period Parameters Height Natural Transition Seismic Respi'nse ('isetTicicisl Use Factor l)esiisn Class Profile Acceleration Acceleration Design Response \4odifcatior C, a Period Period Group (I) Category (En) (F,.) (5,) (Si) (SMS) (SMi) (Sm) (S) (R) . (feet) (T.,) ('F1, %1111 Max I I) D Stiff 1.06 1.11 1.130 0.428 1.198 0.476 0.799 0.318 7 0.02 0.75 50 0.376 S (1.1)31 0114 0.121 2. Non Building Structures Seismic Importance Seismic Site Soil Site Coefficients Mapped Spectral Spectral Response Five Percent Damped Response Period Parameters Height Natural m Transition Seisic Response Coefficient IC, Use Factor Design Class Profile Acceleration Acceleration Design Response Modifcatior. C, ' a Period Period Mix Max Group (I) Category . (Fa) (Fv) (Ss) (Si) (SMS) (SMI) (SDS) . (SDI) (R) (feet) (1,) (T1 I D D Stiff 1.06 1.11 1.130 0.428 1.198 0.476 0.799 0.318 3 0.02 0.75 50 0.376 8 0.071 0.266 (1.28) IIIOMAS ENGINEERING COMI'ANV Client: Alumatec Pacific Products, Inc. 844 East Village Way Project Description: OHD Installation at Shoe Palace in Carlsbad, CA Fruit Ileiglits, 111'84037-214R Project Location: 2525 El Camino Real Ste 206 Carlsbad, CA 92008 ('hone: (8111) 295-4897 TEC Project No: 19020 Email: Ilrent/aMioninsengr.com Analysis Description: Field Modifications Governing Agency: Carlsbad City Sheet Description: Snow Design Criteria and Design Loads C Snow lnadin Ground Design RonfNich Roof 'lerrain Esposure Exposure Thermal Importance Factor Slope Snow Snow Rise Run Angle Category Factor Factor Category Coeff Factor Load Load (CJ (Cmi (psi) (psi) (Degree) 43 21.67 4 12 18.435 B Full 0.9 I II I 0.8 I) Snow Drift Loading Balanced Clear Ratio Drill Height Density Roof Lengths Roof Design Summary Snow Height Leeward Windward of Snow Upper Lower Height Drift Drift Height. Roof Roof Difference Height Length (h1, (lm) (hihi,) (hi) lh) (y) (I,) (I,) (feet) (feet) (feet) (feet) (pet) (feet) (feet) (feet) (feet) (feet) I 3.39 3.07 2.85 2.62 19.59 52.83 80.00 4.50 2.85 11.41 Prepared By; 0 Date: 0-11111-00 Checked By: Brent F. Thomas, S.E.Date: 7-Oct-11) Revision No.: 0 Date: ti-_laim-llll II ICESIAS ENGINEERING COMPANY Cues): Alornatec Pacific Products. Inc. s-I-u East village w, Project Description: OHD Installation at Shoe Palace in Carlsbad. CA Fruit Ilcitihis. UT 84037-2148 Project Locution: 2325 El Caution Real Ste 206 Carlsbad. CA 92008 l'h.,ns: 1801) 295-4897 TEC Project No: 19(121) Entail: I3icoufththoinnscngr.cnur Analysis Description Field Modifications Governing Agency: Carlsbad City Sheet Description: Approximate Costs to Date F htc:nher Analysis Description Member Dimensions Yield Modulus of QTY Vertical Slicer Axial Shear Height or Width Thickness Stress Elasticity Area Loads Status Area t)imnetcr Maximum STAAD Pro liii) (in) (in) (psi) (psi) ((0) (lb) (lb) (in) Colwsrn Attachment L2s2'tu 2.111111 7.111111 0. 123 36.000 290011.000 I 0.25 5.400 429 Pass 0.484 1.2 Connection Scmvr 031 1." 36.11011 29.000.000 4 0.3068 6.627 429 Paso Prepared By: I) (air: II-Jan-00 Checked By: Brent F. Thonras. S.E. Itoh-: ?.(lcl.l:l Revision No.: II l):iti-: 11-Jan.16: Loads Status Ma'simoto STAAD Pro (lb) (lb) 10.163 173 Pass Job No Sheet No Rev 19020-02 00 PartField Modifications Ref Support Column By B Thomas DatE10/6/2019 Chd File ColumnOl .std I Dale/Time 07-Oct-2019 09:31 Software licensed to STAAD. Pro CONNECTED User: Brent Thomas Job Title OHD Installation Client Alumatec Pacific Products Node Displacement Summary Node LIC X (in) Y (in) Z (in) Resultant (in) rX (lad) rY (rad) rZ (rad) Max 2 2:-SEISMIC(X 1.71E+6 0 0 .1.71E1-6 0 -128E+3 -11.2E+3 Min 3 2:-SEISMIC(X -469E+3 0 0 469E+3 0 -128E+3 -11.2E+3 Max 3 3:-SEISMIC(Z 0 0.000 0.028 0.028 -0.000 0 0 Min Y 2 5:DL+SEIS(Z) 0 -0.002 0.030 0.030 -0.000 0 0 Max Z 2 5:DL+SEIS(Z) 0 -0.002 0.030 0.030 -0.000 0 0 Min Z 1 1:- DEAD LOAI . 0 0 0 0 0.000 0 0 Max rX 1 5:DL+SEIS(Z) 0 0 0 0 0.000 . 0 0 Min rX 4 5:DL+SEIS(Z) 0 0 0 0 -0.001 0 0 Max rY 1 1:- DEAD LOAI 0 0 0 0 .0.000 0 0 MinrY 1 2:-SEISMIC(X 0 0 0 0 0 -128E+3 -11.2E+3 Max rZ 1 1:- DEAD LOAI 0 0 0 0 0.000 0 0 Min rZ 1 2:- SEISMIC(X 0 0 0 0 0 -128E+3 -11.2E+3 Max Rst 2 2:-SEISMIC(X 1.71E+6 0 0 1.71E+6 0 -128E+3 -11.2E+3 Beam End Force Summary The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam. . Axial Shear Torsion Bending Beam Node UC Fx (kip) Fy (kip) Fz (kip) WE (kip-in) My (kip-in) Mz (kip-in) Max Fx 1000 1 5:DL+SEIS(Z) 1.126 0 -0.020 0 -0.000 0 Mm Fx 1002 4 1:- DEAD LOAI -0.068 -0 -0.002 -0 0.000 -0 Max Fy 1001 2 SEISMIC(Z 0.152 0.429 0 0 0 0.519 Min Fy 1001 3 1:- DEAD LOAI -0.002 -0.028 -0 -0 -0. 0.074 Max Fz 1002 4 3:- SEISMIC(Z 0.429 -0 0.166 -0 -0 -0 Min Fz 1000 1 5:DL+SEIS(Z) 1.126 0 -0.020 0 -0.000 0 Max Mx 1000 1 1:- DEAD LOAI 0.698 0 -0.002 0 0.000 0 Min Mx 1001 2 SEISMIC(X 0 0 0.002 -23.094 -0.000 0 Max My 1000 2. SEISMIC(Z 0.429 -0 0.152 -0 0.519 -0 Min My 1002 3 3:- SEISMIC(Z 0.429 0 0.156 0 -6.767 0 Max Mz 1001 2 3:- SEISMIC(Z 0.152 0.429 0 0 0 0.519 Min Mz 1000 2 SEISMIC(X -0 0.002 -0 -0 -0 -23.094 Print Time/Date 10/10/2019 1151 STAAD.Pro CONNECT Edition 22.02.00.26 Print Run 1 of 5 Job No _ 19Ô20-02 [SheetNo 1 Rev 00 Software licensed to STAAD. Pro Pert Field Modifications CONNECTED User. Brent Thomas Job Title OHD Installation Ref Support Column By B Thomas Dote101612019 Chd Client Alumatec Pacific Products IF1l5 Column0l.std I00t&Tlme 07-Oct-2019 09:31 I Beam Maximum Moments Distances to maxima are qiven from beam end A Beam Node A Length (ft) UC d (ft) Max My (kip-in) d (ft) Max Mz (kip-in) 1000 1 12.750 DEAD LOAI Max +ve 0 0.000 0 0 Max -ye 12.750 -0.270 0 0 SElSMIC(X Max +ve 1 0 0 Max-ye 0 0 12.750 -23.094 SEISMIC(Z Max +ve • . 12.750 0.519 0 0. Max -ye 6.375 -0.755 0 0 4:DL+SEIS(X) Max +ve 0 0.000 Max-ye 12.750 -0.270 12.750 -23.094 5:DL+SEIS(Z) Max +ve 12.750 0.249 0 0 Max -ye 7•437 -0.908 0 0 1001 2 1.417 DEAD LOAI Max +ve . 0 0 1.417 0.074 Max -ye 0 0 0 -0.270 SEISMIC(X Max +ve 0.708 0.008 0 0 Max-ye . 1.417 -0.000 0 0 SEISMIC(Z Max +ve . 0 0 0 0.519 Max-ye 0 0 1.417 -6.767 4:DL+SEIS(X) Max +ve 0.708 0.008 1.417 0.074 Max-ye 1.417 -0.000 0 -0.270 5:DL+SEIS(Z) Max +ve 0 0 0 0.249 Max-ye 0 0 1.417 -6.693 1002 3 3.500 DEAD LOAI Max +ve 0 0.074 0 . 0 Max-ye 0 0 SEISMIC(x: Max +ve 0 0 Max -ye 0 0 0 -23:094 SEISMIC(Z Max +ve 3.500 -0 0 0 Max-ye 0 -6.767 0 0 4:DL+SEIS(X) Max +ve 0 0.074 Max -ye 0 -23.094 5:DL+SEIS(Z) Max +ve 3.500 0.000 1 0 0 Max -ye 0 -6.693 1 0 0 Print Time/Date: 10/10/2019 11:51 STAAD. Pro CONNECT Edition 22.02.00.26 Print Run 2 of 5 - Job No Sheet No I Rev 19020-02 3 00 Software licensed to STAAD Pro Part Field Modifications CONNECTED User: Brent Thomas Job Title OHD Installation Ref Support Column By B Thomas DatE1Q/6/2019 Chd I Client Alumatec Pacific Products IFhIe Column0l.std I05t&T1me 07-Oct-2019 09:31 I Beam Maximum Shear Forces Distances to maxima are aiven from beam end A Beam Node A Length (ft) L/C d (ft) Max Fz (kip) d (ft) Max Fy (kip) 1000 1 12.750 1:- DEAD LOAI Max +ve 0 0 Max -ye 0 -0.002 0 0 2:-SEISMIC(X Max +ve 0 0 0 0.173 Max-ye 0 0 3:- SEISMIC(Z Max +ve 12.750 0.152 0 0 Max-ye 0 -0.019 0 0 • 4:DL+SEIS(X) I Max +ve I [ 0 1 0.173 Max -ye 0 -0.002 5:DL+SEIS(Z) Max +ve 12.750 0.151 0 0 • Max -ye 0 -0.020 0 0 1001 2 1.417 1:- DEAD LOAI Max +ve 0 0 Max-ye 0 0 1.417 . -0.028 2:-SEISMIC(X Max +ve 0 0.002 0 0 Max-ye 1.417 -0.002 0 0 3:-SEISMlC(Z Max +ve 0 0 0 0.429 Max-ye 0 0 4:DL+SElS(X) Max +ve 0 0.002 Max-ye 1.417 -0.002 1.417 -0.028 5:DL+SEIS(Z) Max +ve 0 0 0 0.416 Max-ye 0 0 1002 3 3.500 DEAD LOAI Max +ve 0 0 Max -ye 0 -0.002 0 0 SEISMIC(X Max +ve 0 0 Max-ye 0 0 3.500 -0.012 3:-SEISMIC(Z Max+ve 3.500 0.166 0 0 Max-ye 0 0 15:DL+SEIS(Z) 4:DL+SEIS(X) Max +ve Max -ye 0 -0.002 3.500 -0.012 Max +ve 3.500 0.164 0 0 Max-ye 0 0 PrintTime/Date: 10/1012019 11:51 STAAD.Pro CONNECT Edition 22.02.00.26 Print Run 3of5 — Job No I Sheet No Rev Software licensed to STAPiD Pro 19020-02 4 00 CONNECTED User. Brent Thomas Part Field Modifications Job Title OHD Installation Ref Support Column By B Thomas DatE10/6/2019 Chd Client Alumatec Pacific Products IFile Column0l.std I Dale/Time 07-Oct-2019 09:31 Beam Maximum Axial Forces DLcttni'pc In maxima arp nit,pn frnm ho-am nr1 A Beam Node A Length (ft) L/C d (ft) Max Fx (kip) 1000 1 12.750 DEAD LOAI Max +ve 0 0.698 Max -ye 12.750 -0.012 SEISMIC(X Max +ve 0 0 Max-ye 0 0 SEISMIC(Z Max +ve 0 0.429 Max-ye 4:DL+SEIS(X) Max +ve . 0 0.698 Max -ye 12.750 -0.012 5:DL+SEIS(Z) Max +ve 0 1.126 Max -ye 1001 2 1.417 1:-DEAD LOAI Max +ve Max -ye 0 -0.002 SEISMIC(X Max i-ye 0 . 0 Max-ye 0 0 SEISMIC(Z Max +ve 1.417 0.156 Max-ye 4:DL+SEIS(X) Max i-ye Max -ye 0 -0.002 5:DL+SEIS(Z) Max +ve 1.417 0.155 Max-ye 1002 3 3.500 DEAD LOAI Max i-ye Max -ye 3.500 -0.068 SEISMIC(X Max i-ye 0 0 Max-ye 0. 0 SEISMIC(Z Max i-ye 0 0.429 Max -ye 4:DL+SEIS(X) Max +ve Max -ye 3.500 -0.068 5:DL+SEIS(Z) Max i-ye 0 0.400 Max -ye Print Time/Date 10/10/2019 11 51 STAAD.Pro CONNECT Edition 22.02.00.26 Print Run 4 of 5 Software licensed to STAAD.Pro CONNECTED User Brent Thomas Job Title OHD Installation Client Alumatec Pacific Products Job No Sheet No Rev 19020-02 1 5 1 00 Part Field Modifications Ref Support Column By B Thomas 0a1E101612019 Chd File ColumnOl .std Dale/Time 07-Oct-2019 09:31 Beam Combined Axial and Bending Stresses Summary Max Comp Max Tens Beam LIC Length (ft) Stress (psi) d (ft) Corner Stress (psi) d (ft) Corner 1000 1:- DEAD LOAI 12.750 270.494 11.688 1 -72.877 12.750 2 2:- SEISMlC(X 12.750 5.92E+3 12.750 1 -5.92E+3 12.750 3 3:- SEISMIC(Z 12.750 320.877 6.375 1 -66.534 6.375 . 2 4:DL+SEIS(X) 12.750 5.99E+3 12.750 1 -5.99E+3 12.750 . 3 5:DL+SEIS(Z) 12.750 567.032 7.438 1 1001 1:- DEAD LOAI 1.417 68.748 0 1 -69.796 0 3 2:-SEISMlC(X 1.417 2.129 0.708 2 -2.129 0.708 1 3:-SElSMlC(Z 1.417 1.78E+3 1.417 1 -1.69E+3 1.417 .3 4:DL+SEIS(X) 1.417 68.748 0 1 -69.796 0 3 5:DL+SEIS(Z) 1.417 1.76E+3 1.417 1 -1.67E+3 1.417 3 1002 1:- DEAD LOAI 3.500 10.600 0 2 -27.432 0 1 2:- SEISMIC(X 3.500 5.92E+3 0 1 -5.92E+3 0 3 3:-SEISMIC(Z 3.500 1.86E+3 0 1 -1.61E+3 0 2 4:DL+SEIS(X) 3.500 5.93E+3 0 1 -5.95E+3 0 3 5:DL+SEIS(Z). 3.500 1.83E+3 0 . I -1.6E+3 0 2 Reaction Summary Horizontal Vertical Horizontal Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kipin) MY (kip-in) MZ (kip-in) Max FX 1 1:- DEAD LOAI 0 0.698 -0.002 0 0 0 Min FX 1 2:- SEISMIC(X -0.173 0 0 0 0 0 Max FY 1 5:DL+SEIS(Z) 0 1.126 -0.020 0 0 0 Min FY 4 3:- SEISMIC(Z 0 -0.429 -0.166 0 0 0 Max FZ 4 1:- DEAD LOAI 0 0.068 0.002 0 0 0 Min FZ 4 3:-SEISMlC(Z 0 -0.429 -0.166 0 0 0 Max MX 1 1:- DEAD LOAI . 0 0.698 -0.002 0 0 0- 0 - Min Min MX 1 1:- DEAD LOAI 0 0.698 -0.002 0 . 0 0 Max MY 1 1:- DEAD LOAI 0 0.698 -0.002 0 0 0 Min MY 1 1:- DEAD LOAI 0 0.698 -0.002 0 0 0 Max MZ 1 1:- DEAD LOAI 0 0.698 -0.002 0 0 0 Min MZ 1 1:- DEAD LOAI 0 0.698 -0.002 0 0 0 Utilization Ratio Beam Analysis Property Design Property Actual Allowabl Ratio Ratio Ratio (Act/Allow.) Clause L/C - Ax (in 2)(in lz 4)(in ly 4)(in lx 4) 1000 HSST4X4XC HSST4X4XC 0.193 1.000 0.193 AISC-H1-3 4 3.370 7.800 7.800 12.800 1001 HSST4X4XC HSST4X4XC 0.051 1.000 0.051 AISC- H1-3 3 3.370 7.800 7.800 12.800 1002 HSST4X4XC HSST4X4XC 0.170 1.000 0.170 AISC- H2-1 4 3.370 7.800 7.800 12.800 Print Time/Date 10/10/2019 11:51 STAAD.Pro CONNECT Edition 22.02.00.26 Print Run 5 of 5 PART 2 Complete before final inspection, obtain WASTE MANAGEMENT signature, and return with receipts prior to final building approval. DEBRIS RECYCLING REPORT (ACTUAL): Acknowledgement r penalty of perjury under the laws of the State of California that the information provided in and with 7eviewed tains to construction and demolition debris generated only from the project listed in PART 1, that I have accuracy of the information, and that the information is true and correct to the best of my knowledge and belief. Permit No. Print Name Address Date 1IE.1U. Use this Final Log below to track loads of materials as they leave the job.site. EC ©©SAVE REIPTS©© Indicate FINAL quantities in tons for each material and save receipts and documents from factlities where mater4as taken Additional Project Log pages are available if necessary. Use City Conversion Table to convert volümetóns. A B C Date Material Type Actual Amt Reused or Actual Amt Recycled Actual Amt Disposed in Destination Facility (Name, Address, Phone) Salvaged Landfill Example: Palomar Transfer Station, 5960 El 01/05/2018 Concrete (broken) S tons Camino Real —(760) 603-0153 bit L fcL4 %4y% IJ (AL4WAL -TL.Jcd,1M r(,44- WAr i ____ IS' ME MEEErQ".,08T%Z Z2' ~65% 7Diversionte Achieved 0 1 . = % :5 65%1 Total of columns A + B Total of columns A + B + C DIVkRSlON Contractor/Owner Signature Date - Attach the following documentation to this Report: Return completed form and documentation to: Original recycling weight tickets, landfill weight tickets City of Carlsbad a Original donation receipts with photos and/or Itemized descriptions Building Division (1st Floor) Any other relevant information to support Recycling Report 1635 Faraday Avenue Carlsbad, CA 92008 Page 3of4 Rev. 11112118 From: Carrington, Elida <ECarring@wm.com> Sent: Thursday, December 5, 2019 8:53 AM To: Ashley Friend <afriendCaketeres.com> Subject: 350-73676 KETER ENVIRONMENTAL 2525 EL CAMINO REAL So far all these loads have been dumped as Trash, no waste has been recycled. I will still request a diversion report to be emailed to you. Your bin was set up as construction recycling so I am not sure why it was dumped as trash Ticket 134513 Driver code KJCAR Requested by ASHLEY EMAIL Dump Info:Site PAL T Tkt 387XXXX Weight Qty 1.18 Tax .00 Cost 6 Load type S/O Equipment code - Points 0 Status Code * Additional comments exist for this ticket * Date Time Time Pispatched: 10/16/2019 9:52 Arrived at customer: 10:13 Loaded / Drop off: 10:26 Stop Ticket: 10:29 Restart Ticket: 11:00 Arrived at landfill: 11:14 Finished at landfill: 11:36 Ticket completed: 11:36 Waste Svc Quantity Price Special Description Job # Type Ta DTN 1.18 47.52 25D 1.00 233.92 left vm MSW 350-73676 KETER ENVIRONMENTAL Closed by LBELTRAN 2525 EL CAM INO REAL CARLSBAD CA 92008-1204 Ticket 136928 Driver code KJCAR Requested by ASH ELY Dump lnfo:Site PAL T Tkt 567XXXX Weight Qty .15 Tax .00 Cost 8.10 Load type E/R Equipment code - Points 0 Status Code * Additional comments exist for this ticket * Date Time Time Dispatched: 10/23/2019 8:54 Arrived at customer: 8:56 Loaded] Drop off: 9:11 Stop Ticket: Restart Ticket: Arrived at landfill: 9:26 Finished at landfill: 9:39 Ticket completed: 9:54 Waste Svc Quantity Price Special Description Job # Type Tax 1/P DTN .15 47.52 MSW T 250 1.00 233.92 MSW T Recycling is a good thing. Please recycle any printed emails. Lyit of Carlsbad Print Date: 01/16/2020 Permit No: PREV2019-0256 2525 El Camino Real, 206 BLDG-Permit Revision 1563020900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: Work Class: Commercial Permit Rev!! Status: Closed - Finaled Lot #: Applied: 12/03/2019 Reference #: Issued: 01/06/2020 Construction Type Permit 01/16/2020 Finaled: Bathrooms: Inspector: MColl Orig. Plan Check #: CBC2019-0148 Final Plan Check #: Inspection: SHOE PALACE: REMOVE DISCONNECT AND ADD 460 AMP SUBPANEL Applicant: Owner: Contractor: KEVIN DAHLAKY R P I CARLSBAD LP LAND L RETAIL CONSTRUCTION LLC 104 Sequoia Tree Ln Irvine, CA 92612-2228 1114 Avenue Of The Americas, Floor 45 5601 Huettner Dr 949-743-3633 New York, NY 10036-7700 Norman, OK 73069-9509 214-660-5232 x215232 405-360-2775 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG. PLAN CHECK FEE $150.00 Total Fees: $ 185.00 Total Payments To Date: $ 185.00 Balance Due: $0.00 Building Division . 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services crC Nh ity of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check NumbercCc2O /9 O/ian Revision Number 00ev.2o 19 6625(o Project Address ,ç/ i-c ,&/ L)rc General Scope of Revision/Deferred Submittal: Ada CONTACT INFORMATION: Name. 4/A Arcc4410 Phone ' 3 Fax Address 3'20 &4 L' Q..' City Zip Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: 0 Plans LI Calculations LI Soils [1 Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown (r. D5 opi 4J LUPO 4. Does this revision, in any way, alter the exterior of the project? LII Yes f iio Does this revision add ANY new floor area (s)? LI Yes IiNo Does this revision affect any fire related issues? LI Yes ej-<o Is this a corn te set? Yes 1 No Date /2/3 / I' 1635 Faraday Avenue, Carlsbad, CA 92008 fkj: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil DATE: December 16, 2019 A SAFEbuiLt Company /APPLICANT JURIS. JURISDICTION: Carlsbad - PLAN CHECK #.: CBC2019-0148 REV SET: I PROJECT ADDRESS: 2525 El Camino Real, #206 PROJECT NAME: Shoe Palace TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. E The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 11 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. I1 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: 2.11 10 O((byry)) Email: Mail Telephone Fax In Person REMARKS: PREV20I9-0256 By: Kurt Culver Enclosures: Previously-approved EsGil plans 12/5/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2019-0148 REV December 16, 2019 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2019-0148 REV PREPARED BY: Kurt Culver DATE: December 16, 2019 BUILDING ADDRESS: 2525 El Camino Real, #206 BUILDING OCCUPANCY: BUILDING PORTION ::1 AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V I I I 1i5O - I Type of Review: Repetitive Fee vH Repeats * Based on hourly rate El Complete Review El Other Hourly EsGil Fee D Structural Only 1 Hr. © * $120.00 I $120001 Comments: Sheet of 1