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Home My WebLink About2293 COSMOS CT; ; CB160615; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-17-2016 Commercial/Industrial Permit Permit No: CB160615 Building Inspection Request Line (760) 602-2725 Job Address: 2293 COSMOS CT CBAD Permit Type: TI Sub Type: INDUST Status: ISSUED Parcel No: 2130504500 Lot #: 0 Applied: 02/17/2016 Valuation: $60,000.00 Construction Type: NEW Entered By: RMA Occupancy Group: Reference # Plan Approved: 05/17/2016 Issued: 05/17/2016 Inspect Area Plan Check #: Project Title: S D HAT COMPANY -STORAGE RACKS IN WAREHOUSE Applicant: Owner: WAREHOUSE SOLUTIONS INC COSMOS PARTNERS L L C 12562 HIGHWAY 67 ATTN:DICK ORTWEIN LAKESIDE, CA 92040 3184 AIRWAY AVE #H 92166 COSTA MESA CA 92626 con 0-713 AA -In Building Permit Add'I Building Permit Fee $449.86 $0.00 Meter Size Add'I Recl. Water Con. Fee $0.00 Plan Check $314.90 Meter Fee $0.00 $0.00 Acid'I Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $16.80 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add1 Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Add'I Pot. Water Con. Fee $0.00 Sewer Fee Redev Parking Fee $0.00 Recl. Water Con. Fee $0.00 Additional Fees $0.00 ?? Green Bldg Stands (SB1473) Fee $3.00 HMP Fee Fire Expedidted Plan Review $497.50 Green Bldg Standards Plan Chk ?? TOTAL PERMIT FEES $1,282.06 Total Fees: $1,282.06 Total Payments To Date: $1,282.06 Balance Due: $0.00 FINAL APPROVAL Date: 5 -Z- 0- <l® Clearance: NOTICE: Please take NONCE that approval of your project includes the "Ireposition" ct fees, dedications, resavatiorv, or other exactions hereafter collectively referred to as' fees/exactions." You have 90 days from the date this perr it vis issued to protest imposition of these fees/exactions. If you protest therm you mist follow the protest procedures set forth in Gammiert Cade Section 66020(a), and file the protest and any other reed red irtbri ation with the Qty NLrnager for processing in acoordanoe with Carlsbad K/bricipal Code Section 3.32.030. Feilu-e to tinily follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby PJRTHER NOTI R ED that your right to protest the spedfied fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity dnanges, nor plarang, zaing, gaoling or other similar application processing or service fees in connection with this project. NOR DOES ITAPPLYto any Workers' Compensation Declaration: 1 hereby affirm under penally of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. IDI have and will maintain workers' 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 State Insurance Compensation Fund 9092900.2015 Expiration Date 03119/2016 number are: Insurance Co. P Policy No. P This section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, daZ for in ion 3706 of the Labor cod terest and attorneys fees. A5 CONTRACTOR SIGNATUREr e AGENT DATE I hereby affirm that 1 am exempt from Contractor's License Law for the following reason: 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 proffered 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). 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). FJI am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. ❑Yes ❑No 2.1(have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4. 1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone / contractors' license number): 5.1 will provide some of the work, but I have contracted I,hired) the following persons to provide the work indicated (include name I address I phone I type of work): )KPROPERTY OWNER SIGNATURE AGENT DATE Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley -Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or ail qu lity management districts Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes ;N0 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. 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 K11 DC Lender's Address I certifythatl have read the application and statethatthe above information is correct and thatthe information on the plans is accurate.I agreeto comptywtth all City ordinances and State laws relatingto building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY 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 stones in height. EXPIRATION: Every permit issued by the Building Official under the provisions is Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date ofsuch permit �onfthe build' oriz:e ch permit is suspended or abandoned at anytime after the work is commenced fora period of 180 days (Section 106.4A Uniform Building Code). APPLICANT'S SIGNATURE ! DATE 1 • STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email bUlldillg(c),Carisbadca. OV or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL / FAX TO OTHER: ,eAPPLICANT'S SIGNATURE (Office Use Only) NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION DATE Inspection List Permit#: CB160615 Type: TI INDUST S D HAT COMPANY -STORAGE RACKS IN WAREHOUSE Date Inspection Item Inspector Act Comments 05/20/2016 19 Final Structural - RI FIRE @ 10/DROPPING CARD HERE AFTER 05/20/2016 19 Final Structural PB AP Monday, May 23, 2016 Page 1 of 1 CB160615 2293 COSMOS CT C!TY OF CARgSBADn INSPECTION RECORD Buildin Q INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB: • CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION • FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlsbadca.gov/Building AND CLICK ON "Request Inspection" DATE: P5 1-7 S D HAT COMPANY -STORAGE RACKS IN WAREHOUSE TI INDUST Lot#_ WAREHOUSE SOLUTIONS INC 4, 11� OP RD k.1fi? � NO YES Required Prior to Requesting Building Final If Checked YES Date Inspector Notes Planning/Landscape 760-944-8463 Allow 48 hours CM&I (Engineering Inspections) 760-438-3891 Call before 2 pm Fire Prevention 760-602-4660 Allow 48 hours• Tung- of Incnprtinn Type of Inspection Date #11 FOUNDATION Inspector - Date #31 ❑ ELECTRIC UNDERGROUND ❑ UFER Inspector #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 ❑ ELECTRIC SERVICE ❑ TEMPORARY ❑ GROUT ❑ WALL DRAINS #35 PHOTO VOLTAIC #10 TILT PANELS #39 FINAL E_ #11 POUR STRIPS CODE # MECHANICAL #41 UNDERGROUND DUCTS & PIPING #11 COLUMN FOOTINGS #14 SUBFRAME ❑ FLOOR ❑ CEILING #44 ❑ DUCT& PLENUM ❑ REF. PIPING #15 ROOFSHEATHING #43 HEAT -AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #49 FINAL #16 INSULATION ej • #18 EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH & DRYWALL #82 DRYWALL, EXT LATH, GAS TES (17,18,23) #51 POOLEXCA/STEEL/BOND/FENCE #83 ROOF SHEATING, EXTSHEAR (13,15) #55 PREPLASTER/FINAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-B8r(14,24,34,44) #22 ❑ SEWER & BL/CO ❑ PL/CO (Date Inspector #89 FINAL OCCUPANCY(19,29,39,49) - Date Inspector #21 UNDERGROUND ❑WASTE ❑ WTR #24 TOPOUT ❑WASTE ❑WTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 ❑ GASTEST ❑ GAS PIPING A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL ;F RM WATER #600 PRE -CONSTRUCTION MEETING T/A ROUGH -IN F/AFINAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH -IN' #605 NOTICE TO CLEAN FIXED EXTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURETEST #610 VERBALWARNING MEDICAL GAS FINAL REV 10/2012 SEE BACK FOR SPECIAL NOTES EsGil Corporation In Partnership with Government for Buifding Safety DATE: 5/ 17/2016 ❑�.�APPLICANT , '�,; JURIS. JURISDICTION: City of Carlsbad ❑ PLAN REVIEWER ❑ FILE PLAN CHECK NO.: 16-0615, REV SET: III PROJECT ADDRESS: 2293 Cosmos Ct. PROJECT NAME: Storage Racks for San Diego Hat Co. Revisions ® 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. ❑ The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ❑ EsGil Corporation staff did not advise the applicant that the plan check has been completed. ® EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Karen Lizarrag-a- Telephone #: 619-873-4410 ext.2001 Date contacted: (by%j Email: karenlizarraga@warehousesolutions.com Mail Telephone Fax In Person ® REMARKS: The applicant hand carried the final approved plan back to the city. By: David Yao Enclosures: original approved plan EsGil Corporation ❑ GA ❑ EJ [] MB ❑ PC log 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 EsGil Corporation In Partnership witk Government for Building Safety DATE: 3/23/ 16 ❑ APPLICANT URIS. JURISDICTION: City of Carlsbad ❑ PLAN REVIEWER ❑ FILE PLAN CHECK NO.: 16-0476 SET: II PROJECT ADDRESS: 2293 Cosmos Court PROJECT NAME: San Diego Hat Company - 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 Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ❑ EsGil Corporation staff did not advise the applicant that the plan check has been completed. ® EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Todd Kuhlman to 7elephone tacted31�� (by��) SU-aii Fax In Person ❑ REMARKS: By: Doug Moody EsGil Corporation El GA ❑EJ ❑M13 ❑PC Telephone #: 760-277-3582 Email: tkuhlman@vikingcc.com Enclosures: 3/17/16 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad 1.6-0476 3/23/16 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans 'that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporal -ion is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. 8. Please clarify the mechanical plans to show the ventilation for the lounge and the break room. No ventilation is shown in the lounge? 9. Please revise the plans to show the restroom to be equipped with an environmental air exhaust fan sized to provide the minimum exhaust rate per Table 403.7 of the CIVIC. No exhaust fan are shown for the second floor restrooms? 10. Provide complete plumbing plans, including: a) Complete drain, waste and vent plans. How is the new mop sink connected to the sanitary waste system? Water lines, vacuum breaker, cleanout etc. b) Provide complete water line sizing and developed pipe lengths. UPC Section 610.0 c) Show water heater size, type and location on plans. UPC, Section 501.0 Advisory Note: When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: • The area of specific alteration, repair or addition must comply as "new" construction. • A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. City of Carlsbad 16-0476 3/23/16 The path of travel shall include the existing parking. Please address the following comments that are the result of the alterations. 11. Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking stall details etc. The site plan appears to show a non -compliant ramp to the entrance? A elope of 1:12 for 34' this is not permitted. Please clarify the plans. 12. Revise plans, or door schedules, to show that every required passage door has >_32" clear width, per Section 11 B-404.2.3. Door 224A allows passage and therefore must be 32" clear. 13. Show that at least one water closet fixture, located in a compartment, shall provide the following, per Section 11 B-604: a) The compartment shall be a minimum of 60" wide. Also, there shall be provided a clearance of at least 59" in front of the water closet for floor -mounted water closets (56" for wall -mounted water closets). b) For water closet compartments having side -opening doors, compliance with the following figure must be shown on the plans. The door shall be in the partition farthest from the water closet and shall be 4" maximum from the front partition. Please address the following specific concerns: i) 60" in front of the water closet in the Men's accessible compartment 107. See the figure below and revise the restroom. when door swings In r , oorpen"Wad 1.,.� to swing over hatched poribn ofmaneuvering O� space ib% i kn in swinging"`4 door FIGURE 11B-604.8.1.1.2 MANEUVERING SPACE WITH SIDE -OPENING DOOR To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. City of Carlsbad 16-0476 3/23/16 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ❑ No ❑ The jurisdiction has contracted with Esgil Corporation 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 Doug Moody at Esgil Corporation. Thank you. EsGil Corporation In (Partnership with Government for Building Safety DATE: 3/18/2016 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-0615 SET: II PROJECT ADDRESS: 2243 Cosmos Court PROJECT NAME: Storage Racks for San Diego Hat Co. C� APPLICANT Is. ❑ PLAN REVIEWER ❑ FILE ❑ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ❑ EsGil Corporation staff did not advise the applicant that the plan check has been completed. ❑ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: --- Date contacte&- Mail Telephone Fax Telephone #: (b g ) In Person Email: ❑ REMARKS: 1. Please remove sheet SCE 1 of 2 and SCE 2 of 2 from City I set (at building department) and attached to City II set. (at building department). 2. Fire Department approval is required. By: David Yao Enclosures: EsGil Corporation ❑ GA ❑ EJ ❑ I)AB ❑ PC 3/14 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 EsGil Corporation In Tartnership with Government for Building Safety DATE: 2/29/2016 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-0615 SET: I PROJECT ADDRESS: 2-243, Cosmos Court 2z 92) PROJECT NAME: Storage Racks for San Diego Hat Co. El APPLICANT JURIS. ❑ PLAN REVIEWER ❑ FILE ❑ 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 Corporation until corrected plans are submitted for recheck. ❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: Monte Landy ❑ EsGil Corporation staff did not advise the applicant that the plan check has been completed. Was EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Monte Landy to cYTeleptacted �llailI (by Email hone Fax InPerson ❑ REMARKS: By: David Yao EsGil Corporation ❑ GA ❑ EJ ❑ nnB ❑ PC Telephone #: 619-873-4410 montelandy@wrehousesolutions.com Enclosures: 2/19 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad 16-0615 2/29/2016 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 221,,43 Cosmos Court DATE PLAN RECEIVED BY ESGIL CORPORATION: 2/19 REVIEWED BY: David Y'ao FOREWORD (PLEASE READ): PLAN CHECK NO.: 16-0615 DATE REVIEW COMPLETED: 2/29/2016 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. 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 or other departments. 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. The approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here iif 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 on the plans. Have changes been made not resulting from this list? ❑ Yes ❑ No City of Carlsbad 16-0615 2/29/2016 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plains for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.7(1) and 307.7(2). 2. Obtain Fire Department approval. 3. Provide detail to show how the two column sections connect together with calculation to justify it. (type J-MH-003). 4. Indicate the clearance from the new racks to the existing building walls and building columns. 5. Dimension all diagonal and horizontal brace locations on the plans. 6. All the loading, column and beam information for type J rack was not clearly identified on the plan. 7. The calculation shows all beams for type D rack are the same. The plan shows different beam size for different level. O.K. Please check. 8. The beam thickness for beams LVL 3-5 type F, LVL 3,4 type H, LVL 2,3 type I are not clearly identified on the plan. Details not clear. (detail shows 15ga& 16ga-which one?) 9. The jurisdiction has contracted with Esgil Corporation 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 David Yao at Esgil Corporation. Thank you. City of Carlsbad 16-0615 2/29/2016 ADO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-0615 PREPARED BY: David Yao DATE: 2/29/2016 BUILDING ADDRESS: 22:43 Cosmos Court BUILDING OCCUPANCY: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) racks per city 60,000 Air Conditioning Fire Sprinklers TOTAL VALUE 60,000 Jurisdiction Coda Icb _ IBy Ordinance Bldg, Permit Fee by Ordinance lip, Plan Check Fee by Ordinance Type of Review: E] (,omplete Review ❑ Repetitive Fee Repeats ❑ Other ❑ Structural Only ❑ Hourly Hr. @ EsGil Fee $445,40 —$289.51 $249.42 Comments: Sheet 1 of 1 macvalue.doc + CLAN CHECK Community & Economic << �ci �}� � � rr ent Department ', I CITY O F REVIEWS 9 „ �.�� 4"ru5 1 35 Faraday Avenue TRANSMITTAL Carlsbad CA 92008 ('A R L S B A Dwww.carlsbadca.gov DATE: 04/28/16 PROJECT NAME: SD HAT COMPANY PROJECT ID PLAN CHECK NO: C13160615 STET#: FIRE ADDRESS: 2293 COSMOS CT APN: ® This plan check review is complete and has been APPROVED by the Fire Division. By: DENNIS GRUBB & ASSOCIATES A Final Inspection by the Fire Division is required ® Yes ❑ No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: ❑ Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov ❑ Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carisbadca.gov ® DENNIS GRUBB Christina Wilson@carlsbadca.gov ❑ Gina Ruiz 760-602-4675 Gina.Ruiz@carisbadca.gov ❑ Linda Ontiveros 760-602-2773 Linda Ontiveros@carisbadca.gov ❑ Cindy Wong 760-602-4662 Cynthia.Wong@carisbadca.gov ❑ ❑ ❑ Dominic Fieri 760-602-4664 Dom i n ic.Fieri@ca rlsbadca.gov Carlsbad Fire Department j_ Plan Review Requirements Category: TI , INDUST Date of Report: 05-04-2016 Reviewed by: Name: WAREHOUSE SOLUTIONS INC Address: 12562 HIGHWAY 67 LAKESIDE, CA 92040 92166 Permit #: CB 160615 M Job Name: S D HAT COMPANY -STORAGE RACKS Job Address: 2293 COSMOS CT CBAD INCOMPLETE The item you hav fitted for revie ' incomplete. At this time, this office cannot adequately conduct a review to determine com with the applicable codes and/or standards. Please review carefully all comments attached. Ple u mit the niece lans and/or specifications, with changes "clouded", to this office for review and oval. Conditions: Cond: CON0008838 [MET] APPROVED Entry: 04/28/2016 By: DGA Action: AI DGA PC#: C6037 Jurisdiction: Carlsbad n Dennis Grubb and Associates, LLC .Assisting Cities Build Safe Contwunifie*v PLAN CORRECTIONS (FIRE) Carlsbad Permit #: CB160615 Checked by: D. Grubb Applicant: Monte Landy Phone#: 619-873-4410 Date of Review:3-21-1'6 ' Project Name: S.D. Hat Company Project Address: 2293 Cosmos Court The plans submitted for the project referenced above have been reviewed. The following information is needed to show compliance with the 2013 California Building and Fire Codes (CBC and CFC), and other codes as adopted and amended by state regulation and the City of Carlsbad. It will be necessary to reevaluate the project after the receipt of additional information as specified below. INSTRUCTIONS 1. Resubmit three sets of the revised plans along with one set of the original plans. 2. Provide a written response for each correction on this correction list. You may write directly on this list, or you may provide a separate "Response List" which addresses each correction item by item. 3. Incorporate all corrections into the blue/black line drawings; cloud or can out all corrections. 4. Return plans to Dennis Grubb & Associates, 6550 Van Buren Blvd, Ste E, Riverside, CA. 92503 CORRECTIONS ON THE PLANS THE FOLLOWING SHALL BE PROVIDED: Although some of the following information is contained in the HPS Technical Report by Proactive Fire Design 8, Consulting it shall be identified in the plans. As previously specified provide a letter of intent containing a detailed description of the products to be stored and the description of all containers, pallets, and packaging materials. This letter must also include a detailed description of the storage methods (racks, shelves, pallets), the total storage area in square feet, maximum storage height, and aisle widths. An authorized officer of the company or business (San Diego Hat Co) must sign this letter. The letter shall be copied on the plans. CFC 3201.3 6550 Van Buren Blvd, Ste E, Riverside, CA. 92503 (800) 975-7395 X fax (951)681-6860 DGA PC#: C6037 Dennis. Grubb and Associates, LLC Assiwin ii t-s Build "rYtl Cr. MA11111if v PLAN CORRECTIONS (FIRE) Carlsbad Permit #: CB160615 Checked by: D. Grubb Jurisdiction: Carlsbad Applicant: Monte Landy Phone#: 619-873-4410 Date of Review: 2/24/1.'6 Project Name: S."D. Hat Company Project Address: 2293 Cosmos Court The plans submitted for the project referenced above have been reviewed. The following information is needed to show compliance with the 2013 California Building and Fire Codes (CBC and CFC), and other codes as adopted and amended by state regulation and the City of Carlsbad. It will be necessary to reevaluate the project after the receipt of additional information as specified below. INSTRUCTIONS 1. Resubmit three sets of the revised plans along with one set of the original plans. 2. Provide a written response for each correction on this correction list. You may write directly on this list, or you may provide a separate "Response List" which addresses each correction item by item. 3. Incorporate all corrections into the blue/black line drawings; cloud or call out all corrections. 4. Return plans to Dennis Grubb & Associates, 6550 Van Buren Blvd, Ste E, Riverside, CA. 92503 CORRECTIONS ON THE PLANS THE FOLLOWING SHALL BE PROVIDED: Although some of the following information is contained in the HPS Technical Report by Proactive Fire Design 8t Consulting it shall be identified in the plans. Provide a letter of intent containing a detailed description of the products to be stored and the description of all containers, pallets, and packaging materials. This letter must also include a detailed description of the storage methods (racks, shelves, pallets), the total storage area in square feet, maximum storage height, and aisle widths. An authorized officer of the company or business must sign this letter. The letter shall be copied onto the plans. CFC 3201.3 6550 Van Buren Blvd, Ste E, Riverside, CA. 92503 (800) 975-7395 * fax (951)681-6860 between adjacent access doors does not exceed 100 feet (30 480 mm). Provide additional access doors per CFC 3206.6.1.1. 6550 Van Buren Blvd, Ste E, Riverside, CA. 92503 (800) 975-7395 Y fax (951)681-6860 1815 Wright Ave La Verne, Go. 01750 Tel: 00-9-530-1351 Fa>c g0-9 50ra-7180 Project Nome: SAI" ! DIEGO HAT Project Number: C0-012210-4-LL-V Date: 04-/2211 6 Street Address: 2203 COSMOS CT City/State: CARLSBAD, CA 02011 Scope of Work: STORAGE RACK APR. 2 2 2016 CJ 1% 0 & (S t 'ru tural Concepts �e Engineering 12�• N. Jt e By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V TABLE OF CONTENTS TitlePage.............................................................................................................. 1 Tableof Contents................................................................................................... 2 Design Data and Definition of Components.......................................................... 3 CriticalConfiguration............................................................................................. 4 SeismicLoads....................................................................................................... 5 to 6 Column.................................................................................................................. 7 Beamand Connector............................................................................................ 8 to 9 Bracing 10 Anchors.................................................................................................................. 11 BasePlate............................................................................................................. 12 Slabon Grade....................................................................................................... 13 OtherConfigurations............................................................................................. 14 to 24 SAN DIEGO FIAT COMPANY TYPE A Page � of " 202016 tr turaI Concepts �� Engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Design Data 1) The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2013 CBCSect/on 2209A ANSI MH 16.1-2012 Specifications for the Design oflndustna/ Steel Storage Racks 2012 RMI Rack Design Manua!" ASCE7--10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.40, with minimum strength, Fy=40 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.40, with minimum yield, Fy=40 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other thian those supervised by a licensed deputy inspector. 5) The existing slab on grade is 6` thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 1000 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Column Beam to Column Connector Base Plate and Anchors L u - Frame Deoth - Front View: Qovvn Aisle Section. A: Cross Aisle (Longitudinal) Frame (Transverse ) Frame Horizontal Brace Diagonal Brace SAN DIEGO HAT COMPANY T YPE A Page 7 of �' � 2/3/2016 r6Ural oncepts Engineering 1200 N. jeffemmBie—Sle-E-Anaheim, CA 92807 Tel m 71 632 7330 Cw• 714.632.7763 By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q 012216-4LV Configuration & Summary: TYPE A SELECTIVE RACK 54" 54" 216" 48" 48" + — 96° -' 42" -4 -�— 42" -+ **RACKCOLUMN REACTIONS ASD LOADS AXIAL DL= 113lb AXIAL L L = 3,300lb SEISMICAXIAL Ps=+/- 3,960 lb BASEMOMENT= 8,0001n-lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type C Ss=1.061, Fa=1.076 3 42 in 216.0 in 4 96 in Single Row Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=3413 lb, M=13873 in -lb 0.93-OK Column & Backer None None None N/A Beam Fy=40 ksi SB406 4"x2.5625"x0.059 " Lu=96 in I Capacity: 3437 Ib/pr 0.64-OK Beam Connector Fy=40 ksi LA 1: 3 pin OK I Mconn=8654 in -lb I Mcap=12691 in -lb 0.68-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.25-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.55-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 8000 in -lb 0.51-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2224 lb) 0.542-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.31-OK Level Load** Per Level Beam Spcg r Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. I Moment Beam Connector 1 2,200 lb 68.0 in 48.0 in 147 lb 112 lb 3,413 lb 13,873 "# 8,654 "# 3 pin OK �_nV 2 2,200 1b ob.0 In its.0 In L7J IU LG-T IU — 1,11 . -m �, 11 •- r•• • - 3 2,200 lb 68.0 in 54.0 in 442 lb 337 lb 1,138 lb 5,721 "# 2,464 "# 3 pin OK 54.0 in ** Load defined as product weight per pair of beams 1 otal: bbl+ ID ois iu Notes SAN DIEGO HAT COMPANY TYPE A Page U1 of 5- Ii 2/3/2016 tr tural Concepts �� Engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Seismic Forces Configuration: TYPE A SELECTIVE RACK Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3 Ss= 1.061 Transverse (Cross Aisle) Seismic Load Sl= 0.410 V= Cs*Ip*Ws=Cs*Ip*(CI.67*P*Prf+D) Vt Fa= 1.076 Cs1= Sds/R Fv= 1.590 = 0.1903 Cs -max * Ip= 0.1903 Sds=2/3*Ss*Fa= 0.761 Cs2= 0.044*Sds Umin= 0.015 Shc=2/3*S1*Fv= 0.435 = 0.0335 Eff Base Shear=Cs= 0.1903 Transverse Elevation Ca=0.4*2/3*Ss*Fa= 0.3044 CS3= 0.5*Sl/R WS= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= 4.0 = 0.0513 = 4,647 Ib Ip= 1.0 Cs -max= 0.1903 Vtransv=Vt= 0.1903 * (225 Ib + 44221b) PRFI= lc� Base shear Coeff=Cs= 0.1903 Etransverse= 884 Ib Pallet Height=hp= 59.0 in LimitSfatesLevel Transverse seismic shearperLrpright DL per Beam Lvl= 75 Ib Level PRODUCT LOAD P P*0.67*PRF1 DL hi wi*hi Fi Fi*(hi+hp/2) 1 2,200 Ib 1,474 Ib 75 Ib 68 in 105,332 147.3 Ib 14,362-# 2 2,200 Ib 1,474 Ib 75 Ib 136 in 210,664 294.7 Ib 48,773-# 3 2,200 Ib 1,474 Ib 75 Ib 204 in 315,996 442.0 Ib 103,207-# sum: P=6600 lb 4,422 lb 225 lb W=4647 lb 631,992 884 ib 2=166,342 Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLpF2 * P) + DL PRF2= 1,0 0 0 • ..., Csl=Shc/(T*R)= 0.1449 = 4,647 Ib (Longitudinal, Unbraced Dir.) R= 6.0 Cs2= 0.0335 Cs=Cs max*Ip= 0.1449 T= 0.50 sec 0 Cs3= 0.0342 Vlong= 0.1449 * (225 Ib + 4422 Ib) Cs -max= 0.1449 Elongitudinal= 673Ib LmtStatesLeve/Longitseismicshearpeiuprght Front View Level PRODUC LOAD P P*0.67*PU2 DL hi wi*hi R 1 2,200 Ib 1,474 Ib 75 Ib 68 in 105,332 112.2 Ib 2 2,200 Ib 1,474 Ib 75 Ib 136 in 210,664 224.3 Ib 3 2,200 Ib 1,474 Ib 75 Ib 204 in 315,996 336.5 lb sum: 4,422lb 225 lb W=4647lb 631992 673Ib SAN DIEGO HAT COMPANY TYPE A Page j Of 2/3/2016 tr tural 0 cepts Engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4LV Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Typical (came made f 1 Vlong= 673lb Vcol=Vlong/2= 337 lb F1= 112 lb F2= 224lb F3= 337 lb Tributary area o two co umns ofrack fame"XI ----- _ 'KI 4;;; . i ' ET E4 RI: ; 0 Front View Side View Typical Frame ma�e oftqo columns Top View Seismic Story Moments Conceptual System COL Mbase-max= 8,000 in -lb <=_= Deiaultcaoacity hi-eff= hi - beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 65 in VC01 = 10,936 in -lb <=== Marnentgoing to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in -lb M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/2] * h2 = (337 lb * 65 in)-8000 in -It, = [337 lb - 112.2 Ib]*68 in/2 = 13,873 in -lb = 9,534 in -lb Mseis= (Mupper+Mlower)/2 Beam to Column Elevation Mseis(1-1)= (13873 in -lb + 9534 in-lb)/2 Mseis(2-2)= (9534 in -lb + 5721 in-lb)/2 = 11,703 in -lb = 7,627 in -lb rho= 1.0000 Summary of Forces LEVEL hi _ Axial Load Column Moment** Mseismic** Mend -fixity Mconn** Beam Connector 1 68 in 3,413 lb 13,873 in -lb 11,703 in -lb 660 in -lb 8,654 in -lb 3 pin OK 2 68 in 2,275 lb 9,534 in -lb 7,627 in -lb 660 in -lb 5,801 in -lb 3 pin OK 3 68 in 1,138 lb 5,721 in -lb 2,860 in -lb 660 in -lb 2,464 in -lb 3 pin OK Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in -lb **all moments based on limit states level loading SAN DIEGO HAT COMPANY TYPE A Pagem of 'i 2/3/2016 tr tural Concepts 4e Engineering 1 By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4LV Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: NECOCHEA C3314 3x3x14ga 3.000 in Aeff = 0.592 in^2 Iy = 0.782 in Kx = 1.7 x Ix = 0.967 in^4 Sy = 0.500 in^3 Lx = 66.0 in Sx= 0.645in^3 ry= 1.150in Ky= 1.0 3.000in ._.F]Siyn L rx = 1.278 in Fy= 40 ksi Ly = 48.0 in 101 �L 92f= 1.67 Cmx= 0.85 Cb= 1.0 E= 29,500 ksi 1 0.75 in COLUMN DL= 112 lb Critical load cases are: RMI Sec 21 COLUMN PL= 3,300 lb Load'Case 5.- : (1+a105*Sds)D + 0.75*(1.4+0.1456s)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method Mcol= 13,872 in -lb aarialload coef. 0.79094085 * P seismic moment coeff.0.5625 * Mcol Sds= 0.7611 LoadCase 6: :(1+0.104*5ds)D + (085+0.145d5)*8*P + (0.7*rho*E)<= 1.0, ASD Method 1+0.105*Sds= 1.0799 a%ial load coef..• 0.66959 seismic moment coeff 0.7 * Mcol 1.4+0.14Sds= 1.5066 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1066 0.85+0.14*Sds= 0.9566 Axial Load=Pax= 1.106554*112lb+0.956554*0.7*3300lb Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 2,334 lb = 0.7 * 13872 in -lb rho= 1.0000 = 9,710 in -lb Axial Analysis KxLx/rx = 1.7*66"/1.278" KyLy/ry = 1*48"/1.15" Fe > Fy/2 = 87.8 = 41.7 Fn= Fy(1-Fy/4Fe) = 40 ksi*[1-40 ksi/(4*37.8 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 20.0 ksi = 29.4 ksi = 37.8ksi Pa= Pn/4c Pn= Aeff*Fn Qc= 1.92 = 17411 Ib/1.92 = 17,411 lb = 9,068lb P/Pa= 0.26 > 0„15 Bending Analysis Check: Pax/Pa + (Cmx*Mx)/(Max*px) <_ 1.0 P/Pao + Mx/Max <_ 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.592 in^2 *40000 psi = 23680lb/1.92 = 0.645 in^3 * 40000 psi = 23,680 lb = 12,333 lb = 25,800 in -lb Max= My/Qf Pcr= n^2EI/(KL)max^2 = 25800 in-Ib/1.67 = n^2*29500 ksi/(1.7*66 in)^2 = 15,449 in -lb = 22,365 lb px= {1/[1-(Qc*P/Pcr)]}^-1 _{1/[1-(1.92*2334lb/22365Ib)]}^-1 = 0.80 - :. CombinedStresses (2334 Ib/9068 lb) + (0.85*9710 in-Ib)/(15449 in-Ib*0.8) = 0.93 < 1.0, OK (EQ C5-1) (2334 Ib/12333 lb) + (9710 in-Ib/15449 in -lb) = 0.82 < 1.0, OK (EQ C5-2) ** For comparison, total column stress computed for load case 5 is 82 0% q loads 2731.055341 lb Axial and M= 7282 In -lb SAN DIEGO HAT COMPANY TYPE A rage of 2/3/2016 tr tural on is 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4i.V BEAM Configuration: TYPE A SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2.56 in A) Check compression flange for local buckling (B2. ) w= c - 2*t -2*r = 1.625 in - 2*0.059 in - 2*0.059 in = 1.389 in w/t= 23.54 i=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 Eq. B2.1-4 _ [1.052/(4)^0.5] * 23.54 * (40/29500)^0.5 = 0.456 < 0.673, Flange is fully effective Eq. B2.1-1 B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 36.53 ksi f2(tension)= Fy*(y1/y2)= 74.18 ksi Y= f2/fl Eq. B2.3-5 _ -2.031 k= 4 + 2*(1-Y)^3 + 2*(i.-Y) Eq. B2.3-4 = 65.75 flat depth=w= yl+y3 = 3.764 in w/t= 63.79661017 OK 1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5 _ [1.052/(65.75)^0.5] 4` 3.764 * (36.53/29500)^0.5 = 0.291 < 0.673 be=w= 3.764 in b2= be/2 Eq B2.3-2 bl= be(3-Y) = 1.88 in = 0.748 bl+b2= 2.628 in > 1.242 in, Web is fully effective Determine effect of cold working on steel yield point (Fva) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.139 in C= 2*Lc/(Lf+2*Lc) 4.000 in r1.63 in 1.625 in 0.059 in Beam= SB406 4"x2.5625"x0.059 " Ix= 1.508 in^4 Sx= 0.702 in^3 Ycg= 2.640 in t= 0.059 in Bend Radius=r= 0.059 in Fy=Fyv= 40.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.625 in bottom flange= 2.563 in __,d Web depth= 4.MF Y ft lcomni Lflange-top=Lf= 1.389 in = 0.167 in i m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4) depth = 0.2440 IF1 Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79 (EQ A7.2-3) = 2.044 Yt since fu/Fv= 1.63 > 1.2 OK Ycg and r/t= 1 < 7 OK 1 _ ez(tension) then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2) = 81.760 ksi Thus, Fya-top= 46.96 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) yl= Ycg-t-r= 2.522 in = 91.17 ksi (tension stress at bottom) y2= depth-Ycg= 1.360 in Check allowable tension stress for bottom flange y3= y2-t-r= 1.242 in Lflange-bot=Lfb= Lbottom - 2*r*-2*t = 2.327 in Cbottom=Cb 2*Lc%(Lfb+2*Lc) = 0.107 Fy-bottom=Fyb= Cb*Fyc + (I-Cb)*Fyf = 44.46 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 22.90 ksi if F= 0.95 Then F*Mn=F*Fya*Sx= 15.27 in-k . , � CA left tr turai on is 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4w BEAM Configuration: TYPE A SELECTIVE RACK RMI Section 5.2, PT II Section Beam= SB406 4"x2.5625"x0.059 " Ix=Ib= 1.508 in^4 2.56 in Sx= 0.702 in^3 1.63 in t= 0.059 in E= 29500 ksi Fy=Fyv= 40 ksi F= 75.0 Fu=Fuv= 65 ksi L= 96 in Fya= 47.0 ksi Eleam Level= 1 1.625 in P=Product Load= 2,200 lb/pair D=Dead Load= 75 lb/pair 4.000 in 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P aMI2.2, item 8 FOR DL=2% of PL, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)] 1 - (2*75*96 in)/[(6*29500 ksi*1.508 in^3)+(3*75*96 in)] = 0.95 if F= 0.95 Then F*Mn=F*Fya*Sx= 31.32 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) = 31.32 in-k * 8 * 2/(96in * 0.95 * 1.599) = 3,437 Ib/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 _ (3437 lb/2) * 96 in * (1-0.95)/8 = 1,031 in -lb @ 3437 lb max allowable load = 0,660 in -lb @ 2200 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) = 1 - (4*75*96 in)/[(5*'75*96 in)+(10*29500 ksi*1.508 in^4)] = 0.940 in if Dmax= L/180 Based on L1180 Deflection Criteria and Dss= 5*W*L^3/(384*E*Ib) 0.059 in Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.341 in L/180= 5*W*L^3*Rd/(384*E:*Ib*# of beams) solving for W yields, - —= _ W=-384*E*I*2/(180*5*lL -Rd) ., _r = 384*1.508 in^4*2/[1.80*5*(96 in)^2*0.94) = 4,382 Ib/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: Allowable load= 3,437 lb/pair Imposed Product Load= 2,200 lb/pair Beam Stress= 0.64 Beam at Level 1 ROW nninovrri By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK e eam en momen s own herein s ow le resu o e maximum in uce fixeden monen form seismic + static loads an a co e mmnriatari minimum value of 1.5%(DL+PL) Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 8,654 in -lb Load at level 1 1/2 L2" Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 40,000 psi Ashear= (0.438 in)^2 * P1/4 = 0.1507 inA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 40000 psi* 0.15107in^2 = 2,411 lb Bearing Capacity of Pin tcol= 0.075 in Omega= 2.22 Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22 = 2,135 lb < 2411 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 40,000 psi C= P1+P2+P3 tclip= 0.18 in Sclip= 0.127 in^3 = P1+Pl*(2.5"/4.5")+Pl.*(0.5"/4.5") = 1.667 * P1 Mcap= Sclip * Fbending C*d= Mcap = 1.667 d= E/2 = 0.127in^3*0.66*Fy = 0.50in = 3,353 in-Ib Pclip= Mcap/(1.667 * d) = 3352.8 in-lb/(1.667 * 0.5 in) Thus, P1= 2,135 lb = 4,023 lb Mconn-allow=[Pl*4.5"+Pl*(2.5"/4.5")*2.5"+Pl*(0.5"/4.5")*0.5"] = 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 12,691 in -lb > Mconn max, OK rho= 10000 SAN DIEGO HAT COMPANY TYPE A Page 1 of y0,-11 2i3/2016 airugtural Concepts �� Engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Transverse Brace Configuration: TYPE A SELECTIVE RACK Section Properties Diagonal Member= C1.625xl.125xl6ga Area= 0.222 in^2 1.625 in r min= 0.360 in I'll Fy= 40,000 psi K= 1.0 T 25 in Qc= 1.92 o.oso in Horizontal Member= C1.625xl.125x16ga Area= 0.222 in^2 r min= 0.360 in Fy= 40,000 psi K= 1.0 Frame Dimensions Bottom Panel Height=H= 54.0 in Clear Depth=D-B*2= 36.0 in Frame Depth=D= 42.0 in X Brace= NO Column Width=B= 3.0 in rho= 1.00 ---.--► 0 Load Case 6.— (1+�10.85+0.j!4Sds)*8*P + [0.7*rho*EJ<= 1.0, ASO Method Vtransverse= 884lb Vb Vb=Vtransv*0.7*rho= 884 lb * 0.7 * 1 = 619 lb Ldiag= [(D-B*2)^2 + (H-6")^:?]^1/2 = 60.0 in Pmax= V*(Ldiag/D) * 0.75 = 663 lb axial load on diagonal brace member Pn= AREA*Fn = 0.222 in^2 * 10477 psi = 2,326lb Pallow= Pn/Q = 2326 lb /1.92 = 1,211 lb Pn/Pallow= 0.55 <= 1.0 OK Horizontal brace Vb=Vtransv*0.7*rho= 619 lb (kl/r)= (k * Ldiag)/r min = (1x60in/0.36in) = 166.7 in Fe= pi^2*E/(kl/r)^2 = 10,477 psi Since Fe<Fy/Z, Fn= Fe = 10,477 psi 3" 1.625 in T 0.060 in 5 in Tylkal Panel Configuration Check End Weld Lweld= 2.5 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 2,925 lb OK (kl/r)= (k * Lhoriz)/r min Fe= pi^2*E/(kl/r)^2 Fy/2= 20,000 psi = (1 x 42 in) /0.36 in = 21,379 psi = 116.7 in *Pn= AREA*Fn Paiiow= Pn/ �c Since Fe>Fy/ � Fn—Fy i;( 1-fy/4fe} = 21,290 psi = 0.222in^2*21290 psi = 4726 lb /1.92 = 4,726 lb = 2,462 lb Pn/Pallow= 0.25 <= 1.0 OK SAN DIEGO HAT COMPANY TYPE A Page 10 of y 2/3/2016 tructural oncepts Engineering 1200 N. Jefferson gl By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V ..___._ I,_... In_.... , r'nnfini iratinn• TYPE A SFLFMVE RACK (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho Vtrans=V=E=Qe= 884 lb DEAD LOAD PER UPRIGHT=D= 225 lb PRODUCT LOAD PER UPRIGHT=P= 6,600 lb Papp=P*0.67= 41,422 lb Wst LC1=Wst1=(0.74778*D + 0.74778*Papp*1)= 3,474 lb Sds= 0.7611 (0.9-0.2Sds)= 0.7478 (0.9-0.2Sds)= 0.7478 B= 1.0000 rho= 1.0000 Frame Depth=Df= 42.0 in Product Load Top Level, Ptop= 2,200 lb Htop-Ivl=H= 204.0 in DL/Lvl= 75lb # Levels= 3 1— Df Seismic Ovt based on E, E(Fi*hi)= 1.66,342 in -lb # Anchors/Base= 2 __ __ u _ , n :., hn= SQ n in SIDE ELEVATION neiy� L/ueuuH rav= -r.:7 III - A FuIIV Loaded Rack h=H+h 2= 233.5 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wstl * Df/2 T= (Mont-Mst)/Df = 166,342 in -lb = 3474 lb * 42 in/2 = (166342 in -lb - 72954 in-lb)/42 in = 72,954 in -lb = 2,224 lb Net Uplift per Column Net Seismic U lift= 2,224 lb Strength Level B Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs * Ip * Ptop >= 350 lb for H/D >6.0 Movt= [Vl*h + V2 * H/2]*0.7*rho = 0A903 * 2200 lb = 71,487 in -lb = 419 lb T= (Movt-Mst)/Df V1eff= 419 lb Critical Level= 3 = (71487 in -lb - 38081 in-lb)/42 in V2=VpL= Cs*Ip*D Cs*Ip= 0.1903 = 795 lb Net Uplift per Column = 43 lb Mst= (0.74778*D + 0.74778*Ptop*1) * 42 in/2 = 38,081 in -lb Net Seismic U lift= 795 lb Strength Level Anchor Check (2) 0.5" x 3.25" Embed HILTI KW'IKBOLT TZ anchor(s) per base plate. pecial inspection -is required per ESR 1917. _ Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (1112 Ib/1961 lb)-1 + (221 Ib/2517 Ib)^1 = 0.65 <= 1.2 OK Top Level Loaded: (397 Ib/1961 Ib)^1 + (104 Ib/2517 Ib)^1 = 0.24 <= 1.2 OK SAiv DIEGO HAT COMPnL°YTYPE A Page \k of Ii'l 2/3/2016 Anchor Check (2) 0.5" x 3.25" Embed HILTI KW'IKBOLT TZ anchor(s) per base plate. pecial inspection -is required per ESR 1917. _ Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (1112 Ib/1961 lb)-1 + (221 Ib/2517 Ib)^1 = 0.65 <= 1.2 OK Top Level Loaded: (397 Ib/1961 Ib)^1 + (104 Ib/2517 Ib)^1 = 0.24 <= 1.2 OK SAiv DIEGO HAT COMPnL°YTYPE A Page \k of Ii'l 2/3/2016 Stoncepts ura Engineering 1211• By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Base Plate Configuration: TYPE A SELECTIVE RACK 4 P Section Baseplate= 7x5x3/8 Eff Width=W = 7.00 in a = 2.50 in b Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 5.00 in Column Width=b = 3.00 in N=# Anchor/Base= 2 tA I b L— L Column Depth=dc = 3.00 in Fy = 36,000 psi �--- W L = 2.00 in Downaisle Elevation Plate Thickness=t = 0.375 in wn Aisle Loads Load Case 5.• : (1+6105*Sds)D + 075*1(1 4+0145ds)-H-F + u i m/u I-270-r11= l.0 H-' llvC-IU COLUMN DL= 113 Ib Axial=P= 1.0799155 * 112.5 lb + 0.75 * (1.506554 * 0.7 * 3300 lb) COLUMN PL= 3,300 lb = 2,732 lb Base Moment= 8,000 in -lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0799 = 8000 in -lb * 0.75*0.7*rho 1.4+0.14Sds= 1.5066 = 4,200 in -lb B= 0.7000 Axial Load P = 2,732 lb Mbase=Mb = 4,200 in-Ib Axial stress=fa = P/A = P/(D*W) M1= wL^2/2= fa*L^2/2 = 78 psi = 156 in -lb Moment Stress=fb = M/S = 6*Mb/[(D*B"2] Moment Stress=fb2 = 2 * fb * L/W = 102.9 psi = 58.8 psi Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2 = 44.1 psi = 88 in -lb M3 = (1/2)*fb2*L*(2/3)*'L = (1/3)*fb2*L"2 Mtotal = M1+M2+M3 = 78 in -lb = 323 in-lb/in S-plate = (1)(t^2)/6 Fb = 0.75*Fy = 0.023 in^3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c 0.51 OK = 1,750 psi OK Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK = -897 lb No Tension pads Cnticalloadc RP715ec21,iham4,(1+0.115ds)DL+a+a145D5)PL*0.75+EL*0.75-1.0,,ASDMeUrod Cheek uplift load onI Check uplift forces on baseol Pstatic= 2,732 lb Movt*0.75*0.7*rho= 87,330 in -lb Frame Depth= 42.0 in P=Pstatic+Pseismic= 4,811 lb b =Column Depth= 3.00 in L =Base Plate Depth -Col Depth= 2.00 in fa = P/A = P/(D*W) = 137 psi with 2 or more anchors per RMI 7 Effe Effe when the base plate configuration consists of two anchor bolts located on either side f the column and a net uplift force exists, the minimum base plate thickness Pseismic= Movt/Frame Depth shall be determined based on a design bending moment in the plate equal = 2,079 lb to the uplift force on one anchor times 1/2 the distance from he centerline of the anchor to the nearest edge of the rack column" M= wL^2/2= fa*L^2/2 = 275 in-lb/in Sbase/in = (1)(t^2)/6 Fbase = 0.75*Fy 0:023 In^ 3/in = 27,000 fb/Fb = M/[(S-plate)(Fb)] 0.43 OK T ~c i Ta Mu Ta 11 Elevation Uplift per Column= 2,224 lb Qty Anchor per BP= 2 RetTensionper-anchor=Ta= 1,112 lb -- c= 2.00 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 1,112 in -lb Splate= 0.117 in13 SAN DIEGO HAT COMPANY TYPE A Page �2- of ?-''1 2/3/2016 Si,du,ral ocepts ,4e Engineering 1200 N. Jeff [r .=S g Ste F %1nd iemm CA 9280 By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4LV Slab on Grade Configuration: TYPE A SELECTIVE RACK SLAB ELEVATION Base Plate - slab _- ..----------- a Fb e ; Cross ' Aisle Down Aisle :•./ Baseplate Plan View Concrete fc= 2,500 psi tslab=t= 6.0 in tell= 6.0 in Effec. Baseplate width=B= 7.00 In width=a= 3.00 In Effec. Baseplate Depth=D= 5.00 In depth=b= 3.00 in P=B/D= 1.400 midway dist face of column to edge of plate=c= 5.00 in PcA0.5= 50.00 psi Column Loads midway dist face of column to edge of plate=e= 4.00 in DEAD LOAD=D= 113 lb per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactoredASD load = 1.35222 * 113 lb + 1.35222 * 0.7 * 3300 lb + 1 * 2772 lb PRODUCT LOAD=P= 3,300 lb per column = 6,048 lb unfactoredASD load Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 Papp- 2,211 lb per column = 0.74778 * 113 lb + 0.74778 * 0.7 * 2211 lb + 1 * 2772 lb P-seismic=E= (Movt/Frame depth) = 4,014 lb = 2,772 lb per column Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 unfactored Limit 5tate load = 1.2*113 lb + 1.4*3300 lb B= 0.7600 = 4,755 lb rho= 1.0000 '` Load Case 4) 1.2*D + 1.0*P + 1.0E Aa 318-I1 S. 9.2.1, EqW 35 Sds= 0.7611 = 6,208 lb 1.2 + 0.2*Sds= 1.3522 Effective Column Load=Pu= 6,208 lb per column 0. 9 - 0.20Sds= 0.7478 Puncture Apunct= [(c+t)+(e+t)]*2*t = 252.0 inA2 Fpunctl= [(4/3 + 8/(3*0)1 * X *(F1CA0.5) fv/Fv= Pu/(Apunct*Fpunct) = 97.1 psi = 0.309 < 1 OK Fpunct2= 2.66 * 2, * (F'cA0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 6,208 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)A0.5 y= (c*e)A0.5 + 2*t = 894 in A? = 29.90 in = 16.5 in . _ _ M= w*x 2/2 ------- _ -.-5-slab= 1*teff,'-2/6 = 6.7 in = (fsoil*xA2)/(144*2) = 6.0 inA3 Fb= 5*(phi)*(fC)A0.5 = 156.5 in -lb fb/Fb= M/(S-slab*Fb) = 150. psi = 0.174 < 1, OK SAN DIEGO HAT COMPANY TYPE A Pane 12.) of , j 2l312016 st, Ural 7:�i� Engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4LV Configuration & Summary: TYPE Al SELECTIVE RACK T 68" 216" 68" 68" +--- 144" 4 54" 5 216" +- 42" 4 +— 42" -+ **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 113lb AXIAL LL= 3,300lb SEISMIC AXIAL Ps=f/- 3,960 /b BASE MOMENT= 8,000 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type _ Ss=1.061, Fa=1.076 3 42 in 216 0 in 4 144 in Single Row Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=3413 lb, M=13536 in -lb 0.9-OK Column & Backer None None None N/A Beam Fy=40 ksi SB556 5.5"x2.5625"x0.059 " Lu=144 in Capacity: 3732 Ib/pr 0.59-OK Beam Connector Fy=40 ksi Lvl 1: 4 pin OK Mconn=8393 in -lb Mcap=22664 in-Ib 0.37-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.25-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.55-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 8000 in -lb 0.51-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2224 lb) 0.542-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.31-OK Level Load** Story Force I Story Force Column Column Conn. Beam I Per Level Beam Spcg Brace I Transv Longit. Axial I Moment Moment Connector 1 2,200 lb 68.0 in 48.0 in 147 lb 112 lb 3,413 lb 13,536 "# 8,393 "# 4 pin OK n CIA "* C rr7 "�E 4 nin 01( 2 2,200 it) bZ3.0 in fO.0 ui c�j w I I . .. _, 3 2,200 lb 68.0 in 54.0 in 442 lb 337 lb 1,138 lb 5,721 "# 2,321 "# 4 pin OK 54.0 in ** Load defined as product weight per pair or beams i o¢tr. oo-r w Notes SAN DIEGO HAT COMPANY TYPE Al Page I � 'I 01 � � 2/3/2016 ttural 'Concepts 40��7 Engineering 1200 N. Jefferson .Ste,S to F Anaheim r+ oQ e By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4LV Configuration & Summary: TYPE B SELECTIVE RACK I% 144" 54" 54" 216" 48" 48" _i — 42" -+ +— 42" 4 **RACK COLUMN REAC77ON5 A5D LOADS AXIAL DL= 75lb AXIAL LL= 1,200lb 5EI5MICAXL4L Ps=a-/- 1,6451b BASE MOMENT= 8, 0001n-lb Seismic Criteria # Bm LvIS Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.061, Fa=1.076 2 42 in 216 0 in1 4 144 ii I Single Row Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=1275 lb, M=8830 in -lb 0.8-OK Column & Backer None None None N/A Beam Fy=40 ksi SB556 5.5"x2.5625"x0.059 " Lu=144 in Capacity: 3732 Ib/pr 0.32-OK Beam Connector Fy=40 ksi Lvl 1: 4 pin OK Mconn=4174 in -lb Mcap=22664 in -lb 0.18-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.1-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.21-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 8000 in -lb 0.36-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=988 lb) 0.233-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.13-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,200lb 136.0 in 48.0 in 134 lb 102 lb 1,275 lb 8,830 "# 41174 "# 4 pin OK -1 cm "g 1 nQa -,it 4 nin ('11( 2 1,ZUUIb bb.0 in ta.0 ui-,--- 54.0 in 54.0 in ----- —:-. _ I ** Load defined as product weight per pair of beams Total: 335 lb 255 lb Notes SAN DIEGO HAT COMPANY TYPE B Page t �i of 14 2020116 Ch tructural Concepts ,4e Engineering 12• By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Configuration & Summary: TYPE C SELECTIVE RACK E 96" 54" 54" 216" 48" 48" -�— 42" 4 +-- 42" -+ **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 75lb AXIAL LL= 1,8001b SEISMICAXIAL Ps=+/- 2,332 lb BASE MOMENT= 8,000 In -lb Seismic Criteria # Bm Lvls I Frame Depth I Frame Height # Diagonals Beam Length rrame ype Ss=1.061, Fa=1.076 2 42 in 216.0 in1 4 96 in Single Row Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=1875 lb, M=11478 in -lb 0.9-OK Column & Backer None None None N/A Beam Fy=40 ksi SB406 4"x2.5625"x0.059 ° Lu=96 in I Capacity: 3437 Ib/pr 0.52-OK Beam Connector Fy=40 ksi LA 1: 3 pin OK Mconn=6433 in -lb I Mcap=12691 in -lb 0.51-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.14-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.3-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 8000 in -lb 0.4-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1374 lb) 0.333-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.19-OK Level Load** Story Force Story Force Column Column I Conn. Beam Per Level Beam Spcg r Brace I Transv Longit. Axial Moment Moment Connector 1 1,800 lb 108.0 in 48.0 in 169 lb 128 lb 1,875 lb 11,478 "# 6,433 "# 3 pin OK 11 nnic n* Y,r)v 2 1,800 Ib gb.0 in 4u.0 in aly lb -- - 54.0 in 54.0 in ** Load defined as product weight per pair or beams i otar. too iu s 1 Notes SAN DIEGO HAT COMPANY TYPE C Page 1 Q Of )'Ai2/3/2016 Str tlural oncepts Engineering 1200 N. Jefferson �te_Ste F Anaheim, CA 92on7 T.J. 71 A 632 733A Env 71d 639 7763 By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Configuration & Summary: TYPE D SELECTIVE RACK 68" J_ 68" 216" t- 34" 34" 96" 54" 54" 216" 42" 42" **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 150 lb AXIAL LL= 5,600 /b SEISMICAXIAL PS=-f/- 6,314 /b BASEMOMENT= 8,000 in lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.Ob1, Fa=1.076 4 42 in 216.0 in 4 96 in Single Row:::j Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=2875 lb, M=14790 in -lb 0.9-OK Column & Backer None None None N/A Beam Fy=40 ksi SB356 3.5"x2.5625"x0.059 " Lu=96 in I Capacity: 2893 Ib/pr 0.97-OK Beam Connector Fy=40 ksi LVI 1: 3 pin OK Mconn=7465 in -lb I Mcap=12691 in -lb 0.59-OK Brace -Horizontal Fy=40 ksi C1.625x1.125xl6ga 0.42-OK Brace -Diagonal Fy=40 ksi C1.625xl.125xl6ga 0.92-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 8000 in -lb 0.71-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3396 lb) 0.842-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.51-OK Level Load** Story Force Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 2,800 lb 34.0 in 48.0 in 114 lb 87 lb 5,750 lb 9,531 "# 7,465 "# 3 pin OK 74 "# 9 306 "# 3 in OK 2 2,800 lb 34.0 in 48.0 in 229 lb 174 lb 4,313 Ib 8,81 p 3 2,800 lb 68.0 in 54.0 in 457 lb 348 lb 2,875 lb 14,790 "# 9,306 "# 3 pin OK 4 2,800 lb 68.0 in 54.0 in 685 lb 522 lb 1,438 lb 8,874 "# 4,129 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 1,485 lb 1,131 l0 Notes USE SB356 @ LEVEL 1 BEAMS, SB406 @ LEVEL 2-4 BEAMS SAN DIEGO HAT COMPANY TYPE D Page ' ! of �11 2/3/2016 Awk tr tural 'Concepts LEngineering 120• `' By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4LV Configuration & Summary: TYPE E SELECTIVE RACK 54" 54" 216" 48" 48" -�— 108" 42" **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 75 /b AXIAL LL= 1,6001b SE15MICAXI4L Ps=+/- 2,016 /b BASEMOMENT= 8,000 in-/b Seismic Criteria * Bm Lvls Frame Depth Frame Heightl # Diagonals Beam Length Frame Type Ss=1.061, Fa=1.076 2 42 in I 216 0 in 4 108 in Single Row Component Column Column & Backer Description Fy=40 ksi NECOCHEA C3314 3x3x14ga P=1675 lb, M=11422 in lb No None None STRESS 0.96-OK N/A Beam Fy=40 ksi SB406 4"x2.5625"x0.059 " Lu=108 in Capacity: 3074 Ib/pr 0.52-OK Beam Connector Fy=40 ksi Lvl 1: 3 pin OK Mconn=5708 in -lb Mcap=12691 in -lb 0.45-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.12-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.27-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 8000 in -lb 0.38-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1158 lb) 0.283-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.16-OK Level Load** "ej Story Force Column Column Conn. Beam Per Level Beam Spcg F Brace Transv Longit. Axial Moment Moment Connector 1 1,600 lb 120.0 in 48.0 in 168 lb 128 lb 1,675 lb 11,422 "# 5,708 "# 3 pin OK n 1 7 C77 114 1 711 "$ '� nin 01( 1,600lb 72.0 in 48.0 in 269 ib N`t io ojo w 54.0 in 54.0 in ** Load defined as product weight per pair of beams I otal: ftsi I Dec w Notes SAN DIEGO HAT COMPANY T YPE E Page I�� of 9 2020116 afractural Concepts Engineering 1200 N. Jefferson Ste -Ste By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Configuration & Summary: TYPE F SELECTIVE RACK 68" 54"\�7 68" 54" 216" � 34" 216" t -t— 48" 34" 48" 12" J---- aa" --�� 't — 42" -+ +— 42" 4 Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.061, Fa=1.076 5 42 in 216 0 in 4 I 96 in Single Row Component Column Column & Backer Description Fy=40 ksi NECOCHEA C3314 3x3x14ga P=2475 lb, M=15026 in -lb None None None STRESS 0.86-OK N/A Beam Fy=40 ksi SB356 3.5"x2.5625"x0.059 " Lu=96 in Capacity: 2893 Ib/pr 0.83-OK Beam Connector Fy=40 ksi Lvi 2: 3 pin OK Mconn=7625 in -lb Mcap=12691 in -lb 0.6-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.46-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.99-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 2743 in -lb 0.77-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3632 lb) 0.9-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.55-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment 1 Connector 1 2,400 lb 12.0 in 48.0 in 38 lb 29 lb 6,188 lb 2,743 "# 5,377 "# 3 pin OK n— In t i n 114 -7 r) r "4 2 nin 01( 2 Z,4uu ID 39.0 1n 'ro.0 ui 3 2,400 lb 34.0 in 54.0 in 255 lb , - •- -- -- 194 lb 3,713 lb 9,165 "# 9,344 "# 3 pin OK 4 2,400 lb 68.0 in 54.0 in 472 lb 359 lb 2,475 lb 15,026 "# 9,257 "# 3 pin OK 5 2,400 lb 68.0 in 689 lb 525 lb 1,238 lb 8,917 "# 3,998 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 1,601 lb 1,219 lb Notes USE SB356 @ LEVEL 1-2 BEAMS, SB406 @ LEVEL 3-5 BEAMS SAN DIEGO HAT COMPANY TYPE F Page i� of lui 2/3/2016 btr'llictural Concepts ,4e Engineering 1200 N. Jefferson c — n2807 Tel: 7.14 a32 7330 Fax- 714R39-7763 By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41- Configuration & Summary: TYPE G SELECTIVE RACK ii + — 96" 4 54" 54" 216" 48" 48" A— +--- 42" -4 +— 42" 4 **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 75lb AXIAL L L = 2,000lb SEI5MICAXI4 Ps=f/- 2,496 /b BASE MOMENT= 8, 0001n-lb Seismic Criteria # Bm Lvls I Frame Depth I Frame Heightl #Diagonals Beam Length Frame Type Ss=1.061, Fa=1.076 127 42 in 216.0 it 4 96 in Single Row Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=2075 lb, M=11680 in -lb 0.87-OK Column & Backer None None None N/A Beam Fy=40 ksi SB406 4"x2.5625"x0.059 " Lu=96 in Capacity: 3437 lb/pr 0.58-OK Beam Connector Fy=40 ksi Lvl 1: 3 pin OK Mconn=6875 in -lb Mcap=126 11 in -lb 0.54-OK Brace -Horizontal Fy=40 ksi C1.625xl.125x16ga 0.15-OK Brace -Diagonal Fy=40 ksi C1.625xl.125xl6ga 0.33-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 8000 in -lb 0.41-OK Anchor 2 per Base 0.5 x 3.25 Embed HILTI KWIKBOLT TZ ESP,1917 Inspection Reqd (Net Seismic Uplift=1438 lb) 0.35-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.21-OK Level load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 2,000 lb 99.0 in 48.0 in 180 lb 137 lb 2,075 lb 11,680 "# 6,875 "# 3 pin OK n'no II, c -7rA �'* ') 7R7 "_E I nin OK 2 2,000I1D yy.0 In -ro.0 ui- 54.0 in 54.0 in Inn iI, Ain th ** Load defined as product weignt per pair or oedrns I uiai. J.) Notes SAN DIEGO HAT COMPANY TYPE G Wage �v of I- ,, 2/3/2016 biructural Concepts Engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-4LV Configuration & Summary: TYPE H SELECTIVE RACK 96" 54" 5 36" 4" 216" 1— 216" t 32" 48" 12" 4J8" T I' +-- 96" ----�� 42" � � 42" Seismic Criteria # Bm Lvis ff4, Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.061, Fa=1.076 4 in 216.0 in 4 96 in Single Row Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=1438 lb, M=15312 in -lb 0.88-OK Column & Backer None None None N/A Beam Fy=40 ksi SB356 3.5"x2.5625"x0.059 " Lu=96 in Capacity: 2893 Ib/pr 0.97-OK Beam Connector Fy=40 ksi Lvl 2: 3 pin OK Mconn=6992 in -lb Mcap=12691 in -lb 0.55-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.42-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.92-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 2545 in -lb 0.7-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3092 lb) 0.783-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.5-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level: Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 2,800 lb 12.0 in 48.0 in 57 lb 44 lb 5,750 lb 2,545 "# 4,959 "# 3 pin OK o inn ".µ G (H]7 -14 Z nin r)l( 2 2,t9UU ID SL:U Ifl `to.0 In w� v-i- -- .. - 3 2,800 lb 36.0 in 54.0 in 381 lb 290 lb 2,875 lb 8,352 "# 9,306 "# 3 pin OK 4 21800 lb 96.0 in 54.0 in 838 lb 638 lb 1,438 lb 15,312 "# 6,383 "# 3 pin OK * Load defined as product weight per pair of beams Total: 1,485 lb 1,131 lb Notes ISE SB356 @ LEVEL 1-2 BEAMS, SB406 @ LEVEL 3-4 BEAMS SAN DIEGO HAT COMPANY TYPE H Page �' Of 1 � 2/3/2016 ttoncepts ural Engineering 1200 N. Jefferson .'' By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Configuration & Summary: TYPE I SELECTIVE RACK 54" 54" 216" 48" 48" 42" 4 **RACX COLUMN REACTIONS ASD LOADS AXIAL DL= 113lb AXIAL LL= 4,200lb SEISMICAXIAL Ps=+/- 4,533 lb BASE MOMENT= 8,000 /n-lb Seismic Criteria # Bm Lvls I Frame Depth Frame Heightl # Diagonals Beam Length Frame Type Ss=1.061, Fa=1.076 3 42 in 216.0 in 4 96 in Single Row i Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=1438 lb, M=12358 in -lb 0.65-OK Column & Backer None None None N/A Beam Fy=40 ksi SB356 3.5"x2.5625"x0.059 " Lu=96 in Capacity: 2893 Ib/pr 0.97-OK Beam Connector Fy=40 ksi 1 Lvl 1: 3 pin OK Mconn=5929 in -lb Mcap=12691 in -lb 0.47-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.32-OK Brace -Diagonal Fy=40 ksi C1.625xl.125x16ga 0.69-OK Base Plate Fy=36 ksi 7x5x3/8 Fixity= 6996 in -lb 0.57-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2344 Ib) 0.592-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.37-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 2,800 lb 36.0 in 48.0 in 143 lb 109 lb 4,313 lb 6,996 "# 5,929 "# 3 pin OK r 11 - nni 114 7 Qnrl 114 'Z nin nl( 2 2,800 Ib 38.0 in IMM m c71r iu Iw . -- .. --- - 3 2,800 lb 96.0 in 54.0 in 676 lb 515 lb 1,438 lb 12,358 "# 5,349 "# 3 pin OK 54.0 in ** Load defined as product weight per pair of beams Total: 1,114 lb 848 Ib Notes LISE SB356 @ LEVEL 1 BEAMS, SB406 @ LEVEL 2-3 BEAMS SAN DIEGO HAT COMPANY TYPE I Page )I of 1�► 2/3/2016 tr tural "Concepts WEngineering 1200 N. Jefferson`3te. ct CA 92807 Tel 714 632 7330 Fax: via asp 77R'i By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Configuration & Summary: TYPE J SELECTIVE RACK-153" BAY 64" 240" 64" 108" 153" �f 24" 54" 240" 54" 48" 48" T 42" **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 113 /b AXIAL LL= 3,750 lb SEISMICAXIAL Ps=+/- 4,801 /b BASE MOMENT= 8, 000 in -lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.061, Fa=1.076 3 42 in 240 0 in 5 153 in Single Row Component Column_ Column & Backer Description Fy=40 ksi NECOCHEA C3314 3x3x14ga P=2575 lb, M=9627 in -lb To Level 1 C3314/0314 3x3x14ga/3x3x14ga p= 3863 lb, M= 31572 in -lb STRESS 0.54-OK 0.94-OK Beam Fy=40 ksi SB556 5.5"x2.5625" x0.059 " Lu=153 in Capacity: 3520 Ib/pr 0.71-OK Beam Connector Fy=40 ksi Lvl 1: 4 pin OK Mconn=14838 in Ib Mcap=22664 in -lb 0.65 OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.28-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.62-OK Base Plate Fy=36 ksi 8x8x3/8 Fixity= 8000 in -lb Fo.5" 0.43-OK Anchor 4 per Base x 3.25"' Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2836 lb) 0.458-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.31-OK Level Load** Story Force i Story Force Column Column Conn. Beam I Per Level Beam Spcg I Brace I Transv Longit. Axial Moment Moment I Connector 1 2,500 lb 108.0 in 48.0 in 209 Ib 159 Ib 3,863 lb 31,572 "# 14,838 "# 4 pin OK "# 5 737 "# 4 in OK 2,500 lb 64.0 in 48.0 in 333 lb 2,500 lb 64.0 in 54.0 in 457 lb 54.0 in 24.0 in 254lb 2,5751b 9,627 p 348 lb 1,288 lb 5,568 "# 2,367 "# 4 pin OK ** Load defined as product weight per pair or beams i oLdi: 777 lu Notes BACKER UP TO 108" SAN DIEGO HAT COMPANY TYPE J-153 IN BAY Page )_-� of A 2/3/2016 tConcepts tural �� Engineering By: DANNY PHI Project: SAN DIEGO HAT COMPANY Project #: Q-012216-41-V Configuration & Summary: TYPE 3 SELECTIVE RACK-144" BAY 24" 64" 5� 243" RA" 240" 54" 144" + - 42" 4 Seismic Criteria # Bm Lvis Frame Depth I Frame Heightl # Diagonals Beam Length frame type Ss=1.061, Fa=1.076 3 42 in 240 0 in 5 144 in Single Row Component Description STRESS Column Fy=40 ksi NECOCHEA C3314 3x3x14ga P=2575 lb, M=9627 in -lb 0.54-OK Column & Backer To Level 1 0314/C3314 3x3x14ga/3x3x14ga p= 3863 lb, M= 31572 in -lb 0.94-OK Beam Fy=40 ksi SB556 5.5"x2.5625"x0.059 " Lu=144 in Capacity: 3732 Ib/pr 0.67-OK Beam Connector Fy=40 ksi Lvl 1: 4 pin OK Mconn=14782 in -lb Mcap=22664 in -lb 0.65-OK Brace -Horizontal Fy=40 ksi C1.625x1.125x16ga 0.28-OK Brace -Diagonal Fy=40 ksi C1.625x1.125x16ga 0.62-OK Base Plate Fy=36 ksi 8x8x3/8 Fixity= 8000 in -lb 0.43-OK Anchor 4 per Base 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2836 lb) 0.458-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.31-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 2,500 lb 108.0 in 48.0 in 209 Ib 159 Ib 3,863 lb 31,572 "# 14,782 "# 4 pin OK "r IH n c)-7 11-4 r rQ1 " iE 4 nin r)K 2 Z,SUU ID Ult.0 in 3 2,500 lb 64.0 in `FO.V 111 JJ✓ IU 54.0 in 457 lb 54.0 in 24.0 in 348 lb 1,288 lb 5,568 "# 2,311 "# 4 pin OK _ 7F1 Ih F� Load defined as ProuucNn L WCIYI IL =r NaV - Notes BACKER UP TO 108" SAN DIEGO HAT COMPANY i (PE J-144 IN BAY Page 3yof u� 2/3/2016 43015 Blackdeer Loop #205, Temecula, CA 92590 Phone: (951) 296-FIRE / Fax: (951) 296-3473 Email: proactive.fd@verizon.net C-16#952372 San Diego Hat Company 2293 Cosmos Ct Carlsbad, CA HIGH PILED COMBUSTIBLE STORAGE TECHNICAL REPORT February 4, 2016 FEB1 ',7 21-91 Report Prepared By: D0VWLUWCtW0VV NICET CERT#70305 C-16#952373 JilEf E/S TABLE OF CONTENTS 1. INTRODUCTION.............................................................................................................. 3 2. SUMMARY TABLE............................................................................................................ 4 3. BUILDING CONSTRUCTION., DESIGN, AND OCCUPANCIES ................................. 5 3.1 BUILDING CONSTRUCTION & DESIGN....................................................................... 5 3.2 OCCUPANCIES.......................................................................................................... 5 3.3 COMMODITIES..................................................................................................................... 5 3.4 NEW RACK STORAGE ARRANGEMENT ............................................................................ 5 4. HIGH -PILED STORAGE REQUIREMENTS.............................................................I..... 6 4.1 AUTOMATIC FIRE SPB:INKLER SYSTEM.......................................................... 6 4.2 ALARM/MONITORING............................................................................................... 7 4.3 BUILDING ACCESS/DOORS....................................................................................... 7 4.4 SMOKE AND HEAT VENTS.................................................................................... 7 4.5 CURTAINBOARDS.................................................................................................... 7 5. CONCLUSION.................................................................................................................. 8 San Diego Hat Company 2293 Cosmos Ct. Carlsbad, CA INTRODUCTION The following is a high piled combustible storage code compliance report for the San Diego Hat Company. This report does not include the office area or any hazardous materials. This report is intended to help both the owners and the fire department in expediting plan review and effectively determining the requirements necessary to meet the Fire Code. This report is based on the 2013 Edition of the California Fire Code and Building Code, and the 2013 Edition of NFPA 13, Standard for the Installation of Fire Sprinkler Systems. DISCLAIMER This report is the property of ProActive Fire Design and Consulting and was prepared exclusively for use by San Diego Hat, for the storage and occupancy conditions described in this report. San Diego Hat conditions and operations addressed herein are based on information provided to the report by San Diego Hat. Discrepancies between the information presented herein and actual conditions and conditions presented on plans are the sole responsibility of San Diego Hat. Copies of this report retained by San Diego Hat shall be utilized only by San Diego Hat for the storage and occupancy conditions and the 2013 California Fire Code conditions and requirements addressed in this report. This report shall not be used for the purpose of construction for this project or any other project or for any other purpose. San Diego Hat Company 2293 Cosmos Ct. Carlsbad, CA 2. SUMMARY TABLE TOPIC CODE SECTION CRITERIVREQUIREMENTS Construction Type Existing Building- Type V Maximum Roof Height 27-0" Square Footage Total: Approx 40,000 sq. ft B Offices: Approx 6,000 sq. ft High Piled Storage Area Approx 34,000 sq. ft. Non Public Accessible Occupancy CBC Section 302, Mixed Use Groups B [Offices], S-1 [Storage] F-1 304,311 [Assembling] No fire barrier required between ccupancies in a sprinkled building. Haz/Materials N/A Not Applicable. Not part of the scope of this report. Storage Commodity CFC 3203.4 & NFPA Commodity: Hats — Natural Fiber Table A5.6.3 The storage area will consist of hats in cardboard boxes. Occupancy Classified as a Class III Storage to 22'-0" Automatic Sprinkler CFC Table 3206.2 Required for Class III Commodities 20,001 — 500,000 sq. ft Protection Fire Detection CPC Table 3206.2 Not required for Class III Commodities 20,001 — 500,000 sq. ft Building Access & Doors CFC Table 3206.2 Required for Class III Commodities 20,001— 500,000 sq. ft Smoke and Heat Vents CFC Table 3206.2 Required for Class III Commodities 20,001 — 500,000 sq. ft Draft Curtains CFC Table 3206.2 Not required for Class III Commodities 20,001 — 500,000 sq. ft Aisle Width CFC 3206.9 CFC 3206.9.1.1 Minimum required aisle width is 44". NOTE: Minimum 9'-4" Aisles will be provided San Diego Hat Company ProActive Fire Design & Co—nsulfingft Page 14 2293 Cosmos Ct. Carlsbad, CA 3. BUILDING CONSTRUCTION AND OCCUPANCY 3.1 BUILDING CONSTRUCTION San Diego Hat will be occupying a. single story warehouse approximately 40,000 sq. ft which includes approximately 6,000 sq. ft of offices. The total high pile storage area is approximately 34,000 sq. ft. The building is an existing single story concrete, tilt up walls, with a plywood deck on wood glu-lam purlins framed onto glu-lam beams. The high point of the roof is 27'-0". 3.2 OCCUPANCIES San Diego Hat Company is currently operating at 2793 Loker Ave West in Carlsbad. They are moving and will be conducting the same operations in a larger warehouse. San Diego Hat Company is a distrubutor of hats. The finishesd products are brought into the warehouse in carboard boxes and stored on racks. The orders are filled and reboxed for shipping. There will be new single and double row racks to store these products for receiving and shipping to a storage height of" 22'-01% 3.3 COMMODITIES The storage in these new racks will contain natural fiber hats in cardboard boxes. The products are a Class III commodity per CFC Section 3203 and NFPA 13 Table A.5.6.3. All commodities are non encapsulted. 3.4 NEW RACK STORAGE ARRANGEMENT: Area: Method: Aisles: Shelves: Flue Spaces: Storage Height: San Diego Hat Company 2293 Cosmos Ct. Carlsbad, CA 34,000 square feet Double Row Racks as defined by NFPA 3.9.3.7.1 One! 12'-5" Wide Multiple Row Rack as defined by NFPA 3.9.3.7.3 Single Row Racks as defined by NFPA 3.9.3.7.5 Minimum 9'-4" Open Shelves CFC; Table 3208.3 Storage < 25' Option #2 requires no transverse or longitudinal flue space for single row or multi row racks. However thewre will be a 3" transverse flue space provided. Double row racks require a 3" transverse, and 6" longitudinal. There will be 3" transverse and 12" longitudinal flue spaces provided. The proposed maximum storage height is 22'-0". II 11IIM- 4. HIGH PILED STORAGE REQUIRMENTS 4.1 AUTOMATIC FIRE SPRINKLER SYSTEM The existing system is supplied by an 6" underground that feeds a single 6" riser providing protection for the entire building. The new storage area is protected by a grid system with K-8.0 2860 upright sprinklers spaced under 100 square feet. The hydraulic data cards indicates that the system is designed at a .45 / 3000 with 1522.6 gpm @ 81.7 psi required at the base of the riser. The gauge on the riser indicated there is 115 psi on the supply side of the system. Single and Double Row Racks Required Ceiling Sprinkler Design Per NFPA 13: Protection Criteria: Table 16.2.1.3.2 Class III Commodities Non Encapsulated with 8' aisles No In Rack Sprinklers to 22' in height Figure 16.2.1.3.2 (c) Curve E Design Criteria: Figure 16.2.1.3.2(c) Curve E requires .33 / 3000 for 20' Storage Apply a 130% increase per Figure 16.2.1.3.4.1 for 22' of storage Required density of .429 / 3000 Hose Allowance: 500 gpm combined inside and outside per Table 12.8.6.1 The existing system design of .4513000 meets the requirements for 22' of storage with no changes. Multiple Row Rack Required Ceiling Sprinkler Design Per NFPA 13 Option #1 w/ storage to 22': Protection Criteria: Table 16.2.1.3.3.1 Class III Commodities Non Encapsulated with 8' aisles to 22'-0" Figure 16.2.1.3.2 (c) Curve C Design Criteria: Figure 16.2.1.3.2 (c) Curve C requires .26 / 3000 with 1 level of in rack sprinklers 6 in rack sprinklers at 15 psi balanced with the ceiling sprinklers Hose Allowance: 500 gpm combined inside and outside per Table 12.8.6.1 A single level of in rack sprinklers will need to be added and calculated as required. Multiple Row Rack Required Ceiling Sprinkler Design Per NFPA 13 Option #21 w/ storage to reduced to 20' or less: Protection Criteria: Table 16.2.1.3.3.1 Class III Commodities Non Encapsulated with 8' aisles to 20'-0" Figure 16.2.1.3.2 (c) Curve I Design Criteria: Figure 16.2.1.3.2(c) Curve I requires .47 / 3000 with no in rack sprinklers Hose Allowance: 500 gpm combined inside and outside per Table 12.8.6.1 The existing system will need to be calculated based on a new flow test to confirm it will meet this design San Diego Hat Company 2293 Cosmos Ct. Carlsbad, CA 4.2 ALARM[MONITORING Per CFC 903.4, all valves and risers have existing monitoring and meet this standard and shall remain. No additional work is required. Any new valves or equipment would require be monitoring and adding to the existing fire alarm system. 4.3 BUILDING ACCESS/DOORS Per Table 3206.2, for Class III Commodities stored in an area of 20,001 to 500,000 sq.ft. building access is required. The original construction building permit was to allow for high pile storage requirements and there will be no changes to these and they have been previously approved as part of the original building permit. 4.4 SMOKE AND HEAT VENTS Per Table 3206.2, for Class III Commodities stored in an area of 20,001 to 500,000 ft, smoke and heat vents are required. Per CFC 910.3.3 the total volume of 918,000 / 9,000 requires 102 sq. ft of venting or four typical 4' x 8' vents. The building currently has six 4' x 8' vents and no additional vents should be required. 4.5 DRAFT CURTAINS Per Table 3206.2, for Class III Commodities stored in an area of 20,0001 to 500,000 ft, draft curtains are not required and there are none in the building. San Diego Hat Company 2293 Cosmos Ct. Carlsbad, CA 5. CONCLUSION Based on the existing fire sprinkler system design, existing building componets, proposed storage commodities, in single and double row racks to a storage height of 22'-0" the building should be acceptable with no modifications. The use of Multi Row Rack Storage will require that a licensed C-16 fire sprinkler contractor be contacted to obtain a new water flow test from the City of Carlsbad and provide San Diego Hat with pricing for the options indicated in section 4.1. Based on the guage pressure of 115 psi it may be possible with a new flow test for the existing sprinklers to meet the requirements for storage to 20' with no additional work. Any storage in the multi row racks above 20'-0" will require the addition of in rack sprinklers. Please feel free to call with any questions. San Diego Hat Company Pl rt Active .,Fire & Consultinlg 2293 Cosmos Ct. Page 18 Carlsbad, CA May 5, 2016 Carlsbad Building Department 1635 Faraday Ave, Carlsbad, CA 92008 To Whom It May Concern: This letter is written to clarify San Diego Hat's difference in dates for both plans and seismic calculations. Please note the content of seismic calculations dated 02/08/2016 and 04/22/2016 are the same and nothing changed between the two. The difference in dates only means the day they were plotted. The difference in dates for -the plans is a result of Esgil approving the plans prior to the Fire Department. When plans were submitted to Fire for the third time, the plans had a new plotting date of 04/21/2016 different than the plans approved by Esgil dated 03/08/2016.The plans with plotting date 04/21/2016 contain comment responses for both Esgil and Fire Department. If you have any questions or concerns, please do not hesitate to call me. Thank you, your time is greatly appreciated. Sincerely, xaauic ,C�jFa�raga Asst. CAD Designer/Permitting Project Coordinator Warehouse Solutions, Inc. 12562 Highway 67 Lakeside, CA 92040 Ph: 619.873.4410, ext. 2001 Fx: 619.449.1710 karenlizarraga(Dwarehousesolutionsxom www.warehousesolutions.com �yF�°StvEIS m� SAN DIEGO REGIONAL �y�e HAZARDOUS MATERIALS QUESTIONNAIRE Business Contact Mailing The following questions City OFFICE USE ONLY RECORD ID # PLAN CHECK # F BP DATE 1 1 Telephone # ?8"g 6g -0S State Zip Code APN# CA1 - o1yo -,I 5 - 00 ch+o 7in Rnria Plan File# Telephone # NOT the specific project PART I: FIRE DtNAKIIYICIV I - Writ. ..... ..... „_.... _-- -_ nazarut Die o : Indicate by circling the item, whether your lousiness will use, process, or store any o e o owing 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 Reactives10. Cryogenics 2. Compressed Gases 6. Oxidizers 3. Flammable/Combustible Liquids • 7. Pyrophorics 11. Highly Toxic or Toxic Materials 4. Flammable Solids 8. Unstable Reactives 12. Radioactives Z_ 2532 any of the items are 13. Corrosives 14. Oth r Health Hazards 15. None o ese. questions is yes, appucam i nual 6U 1.111 I'll ... --.. _ - Call (858) 505-6700 prior to the issuance of a building permit. Expected Date of Occupancy: FEES ARE REQUIRED Project Completion Date: (for new construction or remodeling projects) YES NO 1. El ® Is your business listed on the reverse side of this form? (check all that apply). 2. ❑ [Z Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. ❑ af Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 4. ❑ CK Will your business store or handle carcinogens/reproductive toxins in any quantity? 5. ❑ ® Will your business use an existing or install an underground storage tank? 6, ❑ Will your business store or handle Regulated Substances (CalARP)? 7. ❑ ® Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 8. ❑ Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to Ab ve round Petroleum Storage Act). If the answer to any of the Diego, CA 92123. ❑ CalARP Exempt Date Initials ❑ CalARP Required Date Initials ❑ CalARP Complete Date Initials or greater than 1,320 gallons? (California s o g PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCDAny YES* answer requre 1: is a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcompla7sdcounty.ca.gov (8513) 586-2650) [[*No stamp required if Q1 Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended requirements the nts onitactyof air APCDair PResidences arettypitheaally explanninemptgex exe. cept those cts with more uire than one building' onditional tidentified the property; these, buildings with moruestions. For ethan four dwelling units; townhomes; condos; mixed -commercial use; deliberate burns; residences forming part of a larger project. ['Excludes garages &small outbuildings.] YES NO 1. ❑ ® Will the project disturb 160 square feet or more of existing building materials? 2. ❑ ® Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 3. El ❑ (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 4. El ❑ (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, vvill the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 5. ❑ ® Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www sdapcd org/info/facts/permits. df) for typical equipment requiring an APCD permit. 6. ❑ ❑ (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 describ proposed roj SM t: Briefly describe business activities: 11a -Dt2, bu}or I declare under penalty of perjury that to the best of my knowledge and belief the 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: DATE: BY: RELEASED FOR OCCUPANCY EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR. BUILDING PERMIT BUT NOT FOR OCCUPANCY APCD r APCD COUNTY -HMD APCD COUNTY-HMD COUNTY-HMD* *A stamp in this box on exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may County of San Diego - DEH - Hazardous Materials Division HM-9171 (08/15)