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HomeMy WebLinkAbout2800 WHIPTAIL LOOP; 105; CBC2020-0128; PermitBuilding Permit Finaled C'a(r-'C1sitbya0df Commercial Permit Print Date: 07/31/2020 Permit No: CBC2020-0128 Job Address: 2800 WHIPTAIL LOOP, # 105, CARLSBAD, CA 92010-6751 Status: Closed - Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel #: 2091202500 Track #: Applied: 04/02/2020 Valuation: $265,900.00 Lot #: Issued: 05/06/2020 Occupancy Group:. Project #: Finaled Close Out: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Inspector: TAlva Plan Check #: Final Inspection: 07/31/2020 Project Title: Description: MAINTENANCE SUPPLY: HIGH PILE STORAGE RACKS Property Owner: Contractor: GATEWAY PACIFIC VIEW LLC CHAE CONSTRUCTION 4275 EXECUTIVE SQ. # 370 1355 KEN ISTON AVE LA JOLLA, CA 92037-1466 LOS ANGELES, CA 90019-1714 (213) 265-0037 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $1,215.30 BUILDING PLAN CHECK FEE (BLDG) $850.71 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 FIRE High Piled Storage $756.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $11.00 STRONG MOTION-COMMERCIAL $74.45 Total Fees: $3,226.46 Total Payments To Date: $3,226.46 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (Cityof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check C061 Est. Value PC Deposit Date Job Address t ?) 0 0 NY% I 'c1 Loop Suite: APN: CT/Project #: Lot #:________ Fire Sprinklers: IPES ONO Air Conditioning: 0 YES O NO Electrical Panel Upgrade: 0 YES NO BRIEF DESCRIPTION OF WORK: clfl t1flc1 ?it1ifl O Addition/New: Living SF, Deck SF, ________ Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? 0 V ON New Fireplace? 0 V Q N, if yes how many? 0 Remodel: SF of affected area Is the area a conversion or change of use ? 0 V 17N 0 Pool/Spa: SF Additional Gas or Electrical Features? OSolar: KW, Modules, Mounted:O Roof OGround, Tilt:O Y N, RMA:OY9N, Battery:OV ON, Panel Upgrade: 9' ON 0 Reroof: O Plumbing/Mechanical/Electrical Only: O Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: t1tAflt%i ti ZUYYYYI Name: WtA3 ?tCll'\L 1 LLL, Address: t% ' U . (3 9YPS& t. Address: City: CO'JY C State:(A zip: 4 t'l 3 1.J City: Phone:IQ2AI 41 - Lj lfi Phone:________________________________ Email: S€I?XI tfl(.LOYY1 Email:_____________________________ DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: ¼c e %'L1YY tC1\C Name:______________________________ rd Address: t ) 0_C1 ( f S_t Address: City: C £)VW\_(1. State:-M--Zip: 0_t", City Staiet Phone: Clog-VA-09101 Clog-VA- 01131-6 9 Phone: Bcense - Email: Email Architect State License: State License:____________ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingccarIsbadca.gov B-I Paae I of 2 Rev. 06/18 (city of Calsbad" COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value 265,900.00 PC Deposit Date Job Address'Vuu Wfliptail I Tenant Name1atQflaflce Occupancy: - BRIEF DESCRIPTION OF W( fl Addition/New: Deck SF, Tenant Improvement: E Pool/Spa: ite: 105 APN: cT/Project#: Lot #: Type: Fire Sprinklers: 0 YES O NO Air Conditioning: 0 YES O NO Installation of storage racks New SF and Use, ew SF and Use, Cover SF (not including flatwork) SF, Exi'tk(Use Proposed Use - SF, Existing Us Proposed Use SF Additional Gas or Electrical Fe't,ures? 0 Solar: KW, ____ Modules, Mounted, Tilt: ON, RMA:OYON, Panel Upgrade: OYON Plumbing/Mechanical/Electrical Only: Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Samantha Rummel Name: Address: 1130 E. Cypress St Address: City: Covina State: CA - Zip: 91722 City: State: _Zi Phone: 626-347-4639 Phone: Email: srummel@seizmicinc.com Email: DESIGN PROFESSIONAL Name: Seizmic Inc. Address: 1130 E. Cypress St City: Covina State: CA Zip: 91724 Phone: Email: Architect State License: ONTRACTOR BUSINESS Name: Chae Construction Address: 1355 Keniston Ave. City: Los Angeles State: CA Zip: 90019 Phone: 213-265-0037 Email: 5t?t License: _1047445 Bus. License: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to co t alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed p6iftanUALhe provisions of the Contractor's lic (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt -theretrUffr, asis or the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingcarlsbadca.gov B-I Page 1 of 2 Rev. 03/20 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the LaborCode, for the performance of the work which this permit is issued. Ji have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: State Comp. Insurance Fund Policy No. 9240959 Expiration Date: 11/3/2020 U Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: Samantha Rummel EJAGENT DATE: 5/5/2020 (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). U 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). Di am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. OYES I NO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: 0 AGENT DATE: CONSTRUCTION LENDING AGENCY, If ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 'Yes /No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes I No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building cOnstruction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height: EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 360 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (AB2913). APPLICANT SIGNATURE: Samatha Rummel DATE: 5/5/2020 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIding@carlsbadca.gov B-I Page 2 of 2 Rev. 03/20 Permit Type: BLDG-Commercial Application pate: 0410212020 Owner: GATEWAY PACIFIC VIEW LLC Work Class: Tenant Improvement Issue Date: 05/06/2020 Subdivision:• Status: Closed - Finaled Expiration Date: 01/27/2021 Address: 2800 WHIPTAIL LOOP, # 105 CARLSBAD, CA 92010-6751 IVR Number: 25713 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-Electrical Final June 26, 2020: Yes 1. TCO approved for tenant spaces of office area items completed-approved. 2. including warehouse areas-approved. ADA restrooms have architectural verification of restroom sink clearance to wall (reviewed/approved). New sink design is a trough sink with two Spickets and is OK per RFI approval verification letter from architect. ADA handicap stickers located/installed at front lobby doors. Rest of work warehouse and tenant improvement scope of work— Approved. BLDG Fire Final 134361-2020 Scheduled Felix Salcedo Incomplete Checklist Item COMMENTS • Passed FIRE- Building Final No Friday, July 31, 2020 • Page 3 of 3 Permit Type: BLDG-Commercial Application Date: 04/02/2020 Owner: GATEWAY PACIFIC VIEW LLC Work Class: Tenant Improvement Issue Date: 05/06/2020 Subdivision: Status: Closed - Finaled Expiration Date: 01/27/2021 Address: 2800 WHIPTAIL LOOP, # 105 IVR Number: 25713 CARLSBAD, CA 92010-6751 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final June 26, 2020: . Yes 1. TCO approved for tenant spaces of office area items completed-approved. including warehouse areas-approved. ADA restrooms have architectural verification of restroom sink clearance to wall (reviewed/approved). New sink design is a trough sink with two Spickets and is OK per RFI approval verification • letter from architect. ADA handicap stickers located/installed at front lobby doors. Rest of work warehouse and tenant improvement scope of work— Approved. BLDG-Mechanical Final June 26, 2020: Yes TCO approved for tenant spaces of office area items completed-approved. including warehouse areas-approved. ADA restrooms have architectural verification of restroom sink clearance to, wall (reviewed/approved). New sink design is a trough sink with two Spicket's and is OK per RFI approval verification letter from architect. ADA handicap stickers located/installed at front lobby doors. Rest of work warehouse and tenant improvement scope of work— Approved. BLDG-Structural Final June 26, 2020: Yes TCO approved for tenant spaces of office area items completed-approved. including warehouse areas-approved. 3. ADA restrooms have architectural verification of restroom sink clearance to wall (reviewed/approved). New sink design is a trough sink with two Spicket's and is OK per RFI approval verification letter from architect. 4. ADA handicap stickers located/installed at front lobby doors. 5. Rest of work warehouse and tenant improvement scope of work— Approved. Friday, July 31, 2020 Page 2 of 3 Building Permit Inspection History Finaled (7city of Carlsbad Permit Type: BLDG-Commercial Application Date: 04/02/2020 Owner: GATEWAY PACIFIC VIEW LLC Work Class: Tenant Improvement Issue Date: 05/06/2020 Subdivision: Status: Closed - Finaled Expiration Date: 01/27/2021 Address: 2800 WHIPTAIL LOOP, # 105 IVR Number: 25713 CARLSBAD, CA 92010-6751 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07131/2020 07/31/2020 BLDG-14 134364-2020 Passed Tony Alvarado Complete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency June 26, 2020: Yes TCO approved for tenant spaces of office area items completed-approved. including warehouse areas-approved. ADA restrooms have architectural verification of restroom sink clearance to wall (reviewed/approved). New sink design is a trough sink with two Spicket's and is OK per RFI approval verification letter from architect. ADA handicap stickers located/installed at front lobby doors. Rest of work warehouse and tenant improvement scope of work— Approved. BLDG-Final Inspection 134365-2020 Passed Tony Alvarado Complete Friday, July 31, 2020 Page 1 of 3 EsGil DATE: 4/22/2020 A SAFEbuiItCompany 4 ICANT JURISDICTION: City of Carlsbad -5YURIS. PLAN CHECK #.: CBC2020-0128 SET: I PROJECT ADDRESS: 2800 Whiptail Loop PROJECTNAME: Storage Racks for Maintenance Supply 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 until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. fl The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone* Date contacted: Li )i'2. (by: V ffl Email: Mail Telephone Fax In Person REMARKS: 1. ireDepartmentapp required. 2. By: David Yao EsGil 4/6/2020 Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 • SEIZIMIC _ INC MATERIAL HANDLING ENGINEERING EST.1S SPECIAL PRODUCTS CONVEYORS STORAGE RACKS OTHER SERVICES SHELVING SPECIAL PRODUCTS TANK SUPPORTS TALL SUPPORTS SELECTIVE SEISMIC ANALYSIS METAL SHUTTLES MACHINERY HEADER STEEL DRIVE-IN PERMIT AQUISITION METAL/WOOD VLM VRC RACK BLDGS ROBOTIC PLATFORMS PUSH BACK EGRESS PLANS MOVABLE CAROUSELS SHEDS PICK MODULES FLOW RACK STATE APPROVALS GONDOLAS FENCING SYSTEMS WORE PLATFORMS ROOF VERIFICATION CANTILEVER PRODUCT TESTING LOCKERS MODULAR OFFICES FOOTINGS TITLE 24 CATWALKS MINI-LOAD SYSTEMS Licensed in 50 States Analysis of Storage Racks for Maintenance Supply 2800 Whiptail Loop, Carlsbad, CA Job No. 20-0128 c1V11 CBC2020-0128 CA"' 2800 WHIPTAIt.. LOOP EWREA, MAINTENANCE SUPPLY: HIGH PILE STORAGE RACKS DEC 31 2091202500 * 1130 E. Cypress St Covina, 4/2/2020 INC MATERIAL HANDLING ENGINEERING EST.19B5 - I IL:( 1130 E. CYPRESS PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: I CALCULATED BY: rfarrow DATE: 1/20/2020 PIN: ZU2UUI2U_W Table of Contents Parameters.............................................................2 Components and Specifications............................................3 Loads and Distributions................................................... 13 Basic Load Combinations.................................................16 Longitudinal Analysis....................................................17 Column & Backer Analysis ............................. ................... 18 Beam Analysis..........................................................20 Beam to Column Analysis.................................................23 Bracing Analysis ......................................................... 24 Anchor Analysis........................................................26 Overturning Analysis.....................................................29 Baseplate Analysis.......................................................30 Slab and Soil Analysis....................................................32 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. SEIZMIC l NC MATERIAL HANDLING ENGINEERING EST. 1065 CA 91724 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 2 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_I9 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon between adjacent bays. This analysis 'ill focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. CONCEPTUAL DRAWING Some components may not be used or may vary I. Column Base Plate Anchors Bracing Beam Connector TRIBUTARY AREA ---------- TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET -J 1_ SEIZMIC' MATERIAL HANDLING ,ENGINERING - - EST. 190 - TEL:(909)869-0989 110 P CVPRPSS ST COVINA CA 91724 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 3 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 1: Type A M 1.7 Analysis per section 2209 of the 2019 CBC S =1.04 F =1.08 1=1 V = 604 lbs. Pa,,, = 9300 lbs. i,,,, Levels: 6 Panels: 7 Load per Level Ss, = 0.4 F°— 1.6 SDC = D 2373 lbs. se1.cmIc = 7999 lbs. 3000 lbs - 1'' 36- 3000 lbs - —1 58" 70" 3000 lbs - —1 60" 288" 60" - 3000 lbs - —'S 38" 3000 lbs 4..... 30001b5 24' 38 24' j. 144' FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 4.5 x 2.75 -0.059 (45E) 4 Tab 2" cc Connector (IM) 3.0 x 2.72 -.105 (312) Steel = 55 ksi Max Static Cap. = 3314 lb. Stress = 42% Steel = 55000 psi Stress = 93% Stress = 63% (level 4) Max stress = 42% (level 1) HORIZONTAL BRACE Max stress = 93% (level 1) 1.7953 x 1.378 -.0625 Stress82% (panel 1) DIAGONAL BRACE 1.7953x1.378-.0625 S Stress = 85% (panel 6) Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 5436 in-lb. Stress = 19% Slab Bending Stress = 25% (5) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor stress = 74% Notes: dbl diagto Panel 5 Seizmic Analyzer version 20200120 @ Copyright 1991-2020 Seizmic Inc. All rights reserved .0, PROJECT: Maintenance Supply r1zMIc.:4 a1 ohn ADDRESS: INC Carlsbad, CA MATERIAL HANDLING ENGINEERING CALCULATED BY: rfarrow ES?. 1985 DATE: 1/20/2020 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 2: Type B M 1.7 Analysis per Section 2209 of the 2019 CBC = 1.04 F = 1.08 1= 1 V = 302 lbs. P51011 = 4650 lbs. ,,,, Levels: 3 Panels: 7 S, = 0.4 F = 1.6 SDC = D = rans 1186 lbs. P501,,,,,, = 4098 lbs. Load per Level 3000 lbs 58" 3000 lbs 60" - —1 288" 98" L 3000 lbs ---s 24 24" gal 24" 144 FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 4.5 x 2.75 -0.059 (45E) 4 Tab 2" cc Connector (IM) 3.0 x 2.72- .105 (312) Steel = 55 ksi Max Static Cap. = 3314 lb. Stress = 45% Steel = 55000 psi Stress = 93% Stress= 7l% (level I) Max stress = 45% (level I) HORIZONTAL BRACE Max stress = 93%(level1) 1.7953 x 1.378 -.0625 Stress = 41% (panel 1) DIAGONAL BRACE 1.7953x 1.378-.0625 Stress _=_74%_(panel_5") Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction =50 pci 0.5 in. x 3.875 in. Embed. Moment = 5833 in-lb. Stress = 12% Slab Bending Stress = 12% (5) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor stress = 47% Notes: Seizmic Analyzer version 20200120 0 Copyright 1991-2020 Seizmic Inc. All lights reserved SEIZMIC ., INC 44 MATERIAL HANDLING ENGINEERING ES 1985 TEL:(909)869-0989 2A c rY ESQ ST I'fl'JI)J ('A 017M PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 5 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 3: Type C M 1.7 Analysis per section 2209 of the 2019 CBC S = 1.04 F = 1.08 1= I V = 403 lbs. = 6200 lbs. Levels: 4 Panels: 7 S = 0.4 F,= 1.6 SDC = D V. = 1582 lbs. P ScmjC = 4927 lbs. Load per Level 58" _7 3000 lbs 30001bs r 64" 60" 288" - 3000 lbs 64" 24" - 3000 lbs 24" I 24" 60" + _1 _____ 144" " FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 4.5 x 2.75 -0.059 (45E) 4 Tab 2" cc Connector (IM) 3.0 x 2.72 -.105 (312) Steel = 55 ksi Max Static Cap. = 3314 lb. Stress = 43% Steel = 55000 psi Stress = 93% Stress = 48% (level 1) Max stress = 43% (level 1) HORIZONTAL BRACE Max stress = 93% (level 1) 1.7953 x 1.378-.0625 Stress = 54% (panel I) DIAGONAL BRACE 1.7953 x 1.378 -.0625 Stress = 87% (panel 5) Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 5833 in-lb. Stress = 15% Slab Bending Stress = 15% (5) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor stress = 48% Notes: Seizrnic Analyzer version 20200120 © Copyright 1991-2020 Seizmic Inc. All rights reserved SEIMIC INC MATERIAL HANDLING ENGINEERING EST.IOSS' TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 6 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 4: Type D M 1.7 Analysis per section 2209 of the 2019 CBC S =1.04 F0 =1.08 1=1 V 595 lbs. P.,,. = 9100 lbs. Levels: 8 Panels: 7 S, = 0.4 F,= 1.6 SDC = D V. = 2335 lbs. = 6691 lbs. Load per Level 3000 lbs 52" 3000 lbs 60' 48" 3000 lbs —t"-- 288" 48" I 1680 lbs 0" 6 1680 lbs 16801b5 24" 1680 lbs 22 -- 1680 lbs 144" 48" -.4. FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN Level 1+ Level 1+ 3.0 x 2.72- .105 (312) 3.66 x 2.75 -0.059 (36E) 3 Tab 2" cc Connector (IM) Steel = 55000 psi Steel = 55 ksi Max Static Cap. = 2012 lb. Stress = 37% Stress = 47% (level 1) Stress = 88% HORIZONTAL BRACE Level 6+ 1.7953 x 1.378 -.0625 4.5 x 2.75 -0.059 (45E) Leve16 Stress = 80% (panel I) Steel = 55 ksi Max Static Cap. = 3314 lb. 4 Tab 2" cc Connector (IM) Stress = 93% Stress = 30% DIAGONAL BRACE 1.7953 x 1.378 -.0625 Stress = 60% (panel 6) Max stress = 93% (level 6) Max stress = 44% (level 5) Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 1190 in-lb. Stress = 15% Slab Bending Stress = 22% (5) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor stress = 52% Notes: dbl diag to l'anel 5 Seizmic Analyzer version 20200120 0 Copyright 1991.2020 Selzmic Inc. All rights reserved ' 1EiZMIc;uV •, IN MATERIAL HANDLING ENGINEERING MANS TEL:(909)869-0989 O I CVPRISS ST C0V1NA CA 91724 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 7 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_I9 COMPONENTS AND SPECIFICATIONS Configuration 5: Type G M 1.7 Adjacent to: Type C Analysis per section 2209 of the 2019 CBC S = 1.04 F = 1.08 1= 1 V = 352 lbs. P = 5425 lbs. Levels: 3 Panels: 7 S1 = 0.4 F = 1.6 SDC = D 1384 lbs. P,,1c = 4547 lbs. Load per Level 3000 lbs r 3000 lbs \\\\ _f_ .1:i_ 288 I 90" I 60° - - 3000 lbs 64" 24" 24" 90" I 60"* _ _ 144° ____ J. j.. FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 4.5 x 2.75 -0.059 (45E) 4 Tab 2" cc Connector (IM) 3.0 x 2.72- .105 (312) Steel = 55 ksi Max Static Cap. = 3314 lb. Stress = 30% Steel = 55000 psi Stress = 93% Stress= 41% (level I adj.) Max stress = 300/o (level 1) HORIZONTAL BRACE Max stress = 93% (level 1) 1.7953 x 1.378 -.0625 Stress= 48% (panel 1) DIAGONAL BRACE 1.7953x1.378-.0625 Stress = 80% (panel 5) Base Plate Slab &Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 5833 in-lb. Stress = 13% Slab Bending Stress = 14% (S) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor stress = 47% Notes: Seizmic Analyzer version 20200120 0 Copyright 1991-2020 Seizmic Inc. All rights reserved SEIZMI MATERIAL HANDLING ENGINEERING EST. 1085 TEL:(909)869-0989 1130 E CYPRESS St CflVINA CA 91724 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 8 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 6: Type H M 1.7 Analysis per section 2209 of the 2019 CBC S =1.04 F =1.08 1=1 V 595 lbs. P. =9100 lbs. ilf Levels: 8 Panels: 7 S, = 0.4 F,, = 1.6 SDC = D TMAT = 2335 lbs. = 6657 lbs. Load per Level 3000 lbs 58" 3000 lbs 4---- 48" 60" - 1 3000 lbs 288' j' I 48" W. 1680 lbs 1680 lbs : - 22" 1880 lbs 24" 1680 lbs 1680 lbs FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN Level 1+ Level 1+ 3.0 x 2.72 -.105 (312) 3.66 x 2.75 -0.059 (36E) 3 Tab 2" cc Connector (IM) Steel = 55000 psi Steel = 55 ksi Max Static Cap. = 2012 lb. Stress = 37% Stress = 46% (level I) Stress = 88% HORIZONTAL BRACE Level 6+ 1.7953 x 1.378 -.0625 4.5 x 2.75 -0.059 (45E) Leve16 Stress = 80% (panel 1) Steel = 55 ksi Max Static Cap. = 3314 lb. 4 Tab 2" cc Connector (IM) Stress = 93% Stress = 30% DIAGONAL BRACE 1.7953 x 1.378 -.0625 Stress = 56% (panel 6) Max stress = 93% (level 6) Max stress = 42% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 1190 in-lb. Stress = 15% Slab Bending Stress = 22% (5) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor stress = 53% Notes: dbl diag to Panel 5 Seizmic Analyzer version 20200120 @ Copyright 1991-2020 Seizmic Inc. All rights reserved sEaMIC INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 O I CYPRFSS St COVINA CA 91724 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 9 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 7: Type I M 1.7 Analysis per section 2209 of the 2019 CBC S = 1.04 F = 1.08 1=1 469 lbs. static 7066 lbs. Levels: 11 Panels: 7 Ss, = 0.4 F, 1.6 SDC = D 1843 lbs. seismic = 4913 lbs. Load per Level 1680 lbs TI__ J 1680 lbs 60" 48" 1680 lbs -- 288 48" I 999 lbs _______ 999 lbs 24" ts * 12" 1 999 lbs 3' 999s 999 159- IDS 12' 24" 12" 9991b5 1F 999 lbs -- __ __ 24" j. 144"48- FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN Level 1+ 3 Tab 2" cc Connector (IM) 3.0 x 2.72- .105 (312) 2.75 x 2.75 -0.059 (27E) Stress = 29% Steel = 55000 psi Steel = 55 ksi Max Static Cap. = 1224 lb. Stress= 35% (level 1) Stress = 89% Max stress = 30% (level 2) HORIZONTAL BRACE Level 9+ 1.7953 x 1.378 -.0625 3.66 x 2.75 -0.059 (36E) Stress= 63% (panel I) Steel = 55 ksi Max Static Cap. = 2012 lb. Stress = 88% DIAGONAL BRACE 1.7953x1.378-.0625 Stress= 69% (panel I) Max stress = 89% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 938 in-lb. Stress = 12% Slab Bending Stress = 17% (5) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor _stress =_39% Notes: Seizmic Analyzer version 20200120 © Copyright 1991-2020 Seizmic Inc. All lights reserved EIZMIC INC MATERIAL HANDLING ENGINEERING EST. '295 - TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 10 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 8: Type L M 1.7 Analysis per section 2209 of the 2019 CBC S=1.04 F =1.08 1=1 V = 302 lbs. P,,. = 4650 lbs. Levels: 3 Panels: 7 S = 0.4 F = 1.6 SDC = D —V ,:.,,s = 1186 lbs. sejsfflic = 4048 lbs. Load per Level 3000 lbs —--i 72" 58- 3000 lbs -- 288" - 60" L 3000 lbs -- _______ 24 24" 90" 24' FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 4.5 x 2.75 -0.059 (45E) 4 Tab 2 cc Connector (IM) 3.0 x 2.72- .105 (312) Steel = 55 ksi Max Static Cap. = 3314 lb. Stress = 44% Steel = 55000 psi Stress = 93% Stress= 71% (level 1) Max stress = 440/o (level 1) HORIZONTAL BRACE Max stress = 93% (level 1) 1.7953x1.378-.0625 Stress= 41% (panel I) DIAGONAL BRACE 1.7953 x 1.378 -.0625 Stress = 74% (panel 5) Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 5833 in-lb. Stress = 12% Slab Bending Stress = 12% (S) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor _stress =48% Notes: Seizmic Analyzer version 20200120 0 Copyright 1991-2020 Seizmic Inc. All rights reserved IN MATERIAL HANDLING ENGINEERING EST. 1585 TEL:(909)869-0989 lfl E ('VPllE ST (flVThIA ('A 9174 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 11 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 9: Type K M 1.7 Adjacent to: Analysis per section 2209 of the 2019 CBC S =1.04 F =1.08 11 V, 448 lbs. S1011 =6875 lbs. 5 Panels: 7 17 CLevels: = 0.4 F = 1.6 SDC = D V Mans= 1761 lbs. P,,,, = 6095 lbs. Load per Level 36- 1680 lbs 58" 70" 118" 60" 68" 288 1680 lbs 84" 38 24" 16801bs 38" 1880 lbs 18" 1680 lbs " 24' j. 144" FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 4.5 x 2.75 -0.059 (45E) 4 Tab 2" cc Connector (IM) 3.0 x 2.72- J05 (312) Steel = 55 ksi Max Static Cap. = 3314 lb. Stress = 17% Steel = 55000 psi Stress = 53% Stress = 39% (level 5 adj.) Max stress = 19% (level 3) HORIZONTAL BRACE Max stress =53% (level 1) 1.7953x1.378-.0625 Stress= 60% (panel I) DIAGONAL BRACE 1.7953 x 1.378 -.0625 Stress = 75% (panel 5) Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 896 in-lb. Stress = 11% Slab Bending Stress = 18% (5) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. Anchor stress = 73% Notes: Seizmic Analyzer version 20200120 0 Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: Maintenance Supply SEIZIVIIC FOR: Interlake-Mecalux_John INC 4v A:D::ss: Loop Carlsbad, CA SHEET#: 12 MATERIAL HANDLINGENGINEERING CALCULATED BY: rfarrow EST. DATE: 1/20/2020 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PN: 20200120_19 COMPONENTS AND SPECIFICATIONS Configuration 10: Type F M 1.7 Adjacent to: Type L Analysis per section 2209 of the 2019 CBC S = 1.04 F = 1.08 1=1 V 302 lbs. P 1011 4650 lbs. ilf = Levels: 3 Panels: 7 S, = 0.4 F,," 1.6 SDC = D Dwns 1186 lbs. scjsmjc = 4183 lbs. Load per Level 3000 lbs 62" T 3000 lbs 60" 288" 3000 lbs 90"60- 128" _ 90" 24" j. 144" 48" FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 4.5 x 2.75 -0.059 (45E) 4 Tab 2" cc Connector (IM) 3.0 x 2.72 - .105 (312) Steel = 55 ksi Max Static Cap. = 3314 lb. Stress = 30% Steel = 55000 psi Stress = 93% Stress = 71% (level I adj.) Max stress = 30% (level I) HORIZONTAL BRACE Max stress = 93% (level 1) 1.7953 x 1.378 -.0625 Stress 41%(panel 1) DIAGONAL BRACE 1.7953 x 1.378 -.0625 Stress = 81% (panel 5) Base Plate Slab & Soil Anchors Steel = 36000 psi * Slab = 7" x 4000 psi Simpson Strong Bolt 2 ESR-3037 7.75 x 5 x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 3.875 in. Embed. Moment = 5833 in-lb. Stress = 12% Slab Bending Stress = 12% (S) Pullout Capacity = 2303 lbs. Shear Capacity = 3527 lbs. - Anchor stress = 46% Notes: Seizmic Analyzer version 20200120 0 Copyright 1991-2020 Seizmic Inc. All rights reserved Fn I SDC: D RL: 6 Ss: 1.04 WPL: 18000 Rr: 4 Si: 0.4 v F5 W0 : 600 lbs Fa: 1.08 Ip: I EL4 F4 Fv: 1.6 TI: 1.5 PL2 # of Levels: 6 Pallets Wide: 3 Pallets Deep: I Pallet Load: 1000 Total Frame Load: 18600 lbs SDs =2/3S,F,= 0.15 SDI =2/3Sl FV = 0.43 W. = 0.67 W 1 + WDI = 12660 lbs izMI 4 . MATERIAL HANDLING ENGINEERING ES!. 1585 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-MecaIux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 13 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 Loads and Distributions: Determines seismic base shear per Section 2.6 of the RMI & Section 2209- of the 2019 CBC Seismic Shear per RN 2012 2.6.3: Longitudinal V,.81 = C. I,, = SDI /(TLRl)IpW, = 0.43 /(i.56) 112660 =604.87 lbs V,,,, need not be greater than: V,,,., = ca. iP. W, = SDs /RL IpWS = 0.75 /6 A12660 = 1582.5 lbs If S, >= 0.6, then V,,, shall not be less than: V, =CIp. W, =0.5S /RI.W, =0.50.4/61 •i2660=422 lbs V1,, shall not be less than: V,.4 = C I,, = Max[0.044 SD,, 0.03] . W. = Max[0.03, 0.03, 0.03] 1 12660 = 422 Is Since: 604.87 < 1582.5 & 604.87 >= 422 & 604.87 >= 422 V, = 604 lbs Transverse V. need not be greater than: V,,,,.,, = C. i• W. =0.75/41 •12660237375 lbs If S, >= 0.6, then V, shall not be less than: V, =C,1W, =0.5S /RlW, =0.50.4/4112660=633lbs V, shall not be less than: V, =C;lp W, = Max[0.044 DS' 0.5S /R,, 0.03] l, = Max[0.03, 0.05, 0.03] 1 12660 = 633 lbs Since: 2373.75 >= 633 & 2373.75 633 V,,,,, = 2373 lbs k INC MATERIAL HANDLINGENGINEERING - EST.185 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 14 CALCULATED BY: rfarrow DATE: 1/20/2020 PN! flflfl1fl 10 II30E. CYPRESS ST. COVINA,CA91724 - - Loads and Distributions: (Page 2 - - - - - WH f=v Longitudinal Transverse Level h, W. w,h, wh I 38 1550 58900 24.16 1550 58900 94.92 2 76 1550 117800 48.32 1550 117800 - 189.84 3 114 1550 176700 72.48 1550 176700 284.76 4 182 1550 282100 115.71 1550 282100 454.62 5 252 1550 390600 160.22 1550 390600 629.47 6 288 1550 446400 183.11 1550 446400 719.39 SEIZMIC J. INC •1 MATERIAL HANDLING ENGINERING si. sass TEL:(909)869-0989 PROJECT: Maintenance Suiply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 15 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 Fundamental Period of Vibration (Lonaitudinal) Per FEMA 460 Appendix A - Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction T = 2nj E 1 W 1h 12 g(N (kcke )+Nb( kbk ) C kc +kbe kb+ (A-7) # of levels 6 min. #ofbays 3 N, 72 Nb 8 k, 360 kip-in/rad kb. 2559 kip-in/rad kb 120 kip-in/rad k,, 480 kip-in/rad lb 2.08 in4 L 144 in I, 1.17 in H 288 in E 29500 ksi Level h,,, W,,, 54 in 3k1p 2 92 in 3k1p 3 145 in 3kip 4 214 in 1 3kip 5 2671n 3kip 6 321 in 3kip Where: W, = the weight of the ith pallet supported by the storage rack h,,, = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack g = the acceleration of gravity NL = the number of loaded levels = the rotational stiffness of the connector k,., = the flexural rotational stifThess of the beam-end k,, = the rotational stiffness of the base plate k,,, = the flexural rotational stiffness of the base upright-end N. = the number of beam-to-upright connections Nb = the number of base plate connections 6E1,, L 4E1 k.= ___________ H El kb = H L = the clear span of the beams H = the clear height of the upright = the moment of inertia about the bending axis of each beam 1, = the moment of inertia of each base upright E = the Young's modulus of the beams Calculated = 3.2 Since the calculated T is greater than 1.5, the more conservative value of 1.5 is used in the calculations )% SEIZMIC 1 INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 I [.IV r.. t YrAcaa a I. I.JViI'd%. k.A Yl Ih4 LRFD Basic Load Combinations: 2019 CBC& RAG /ANSI MH 16.1 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 16 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 V = 2,373 Is MT, = f h, = 499,049 in-lbs = 0.7 = 604 Is ET,,,,, = M,-/ frame depth = 10,396 lbs = 1.0 (Uplift combinaon) P = Product Load /2 = 9,000 lbs p = D = Dead Load 0.5 = 300 lbs S =35 L = Live Load =0 lbs S = Snow Load =0 lbs R = Rain Load =0 lbs Lr = Live Roof Load =0 Is W = Wind Load =0 lbs Basic Load Combinations 1. Dead Load = 1.4D+1.2P =(1.4 300) + (1.29,000)= 11,220 Is 2.GravityLoad = 1.2D+ 1.4P+ 1.6L+0.5(L,orSorR) =(1.2300)+(1.49,000)+(1.60)+(0.50)= 12,960 lbs Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(L, or S or R) = (1.2300) + (0.85 9,000) + (0.5 0) + (1.60)= 8,010 Is Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 05(Lr or S or R) = (1.2300) + (0.85 9,000) + (0.5 0) + (1.00) + (0.5 0)= 8,010 Is 5A. Seismic Load (Transverse) = (1.2 + 0.2S)D + (1.2 + 0.2S)I3P + 0.5L + pE1, + 0.2S (1.2+0.2.75)300+(1.2+0.2.75)0.79,000+0.50+ I 10,396 + 0.2 - 0= 19,306 Is SB. Seismic Load (Longitudinal) = (1.2 + 0.2SD,)D + (1.2 + 02S0,)l3P + 0.5L + pELO,, + 0.2S =(1.2+0.2.75)300+(1.2+0.2.75)0.79,000+0.50+ 10+0.20=8,910lbs Wind Uplift = 0.9D + 0.9P.Pp + 1.0W =0.9300+0.99,000+1.00=270 lbs Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDs)0P,W - pET, = (0.9- 0.2.75)300 + (0.9- 0.2 .75) I 9,000 - 110,396= -3,421 Is For a single beam, D = 48 Is P = 1,500 Is I = 187 lbs See Base Plate tension Analysis for Over-Strength factor application. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.41 (1.248)+(1.60)+(0.50)+(1.4 1,500) +(1.4187)=2,4191bs ASD Load Combinations for Slab Analysis (1 + 0.105S)D + 0.75((1.4 + 0.14S)IW + 0.7pE) + 0.105 .75)300 + 0.75((1.4 + 0.14.75)0.79,000 + 0.7 1.10,396)= 12,893 Is (1 + 0.14SDS)D + (0.85 + 0.14SDs)3P + 0.7pE + 0.14 .75)300 +(0.85 + 0.14 .75)0.79,000 + 0.7 -1-10,396= 13,625 lbs D+P = 300 + 9,000 = 9,300 lbs SEMIC INC MATERIAL HANDLING ENGINEERING MT. 1955 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 17 CALCULATED BY: rfarrow DATE: 1/20/2020 ItL:(9lO-U9Y PN: 2U2U012U 19 1130 E. CYPRESS ST. COVINA, CA 91724 - Longitudinal Analysis: This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid-height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base of pinned condition, where the base plate cannot carry moment). Mn-n = Mc,, ,,,,, = Mc '" - = ((M,, + M,,,,.,,) /2) + M ( D'T M,,,,.'L M5-5 V 01 = V / # of columns = 302 Is M4-4 M1 = 5436 in-lbs h4 = ((V,,,,1 h1) - M13,,,, ,,"-' M3-3 14 PCO h3 (302 IS 36 in.) - 5436 in-lbs L M2-2 5436 in-lbs Ml I 7 h2 - hi FRONT ELEVATION Levels h, f Axial Load Moment Beam End Moment Connector Moment 1 38 12 9,300 5,436 5,512 10,948 2 38 24 7,750 5,436 5,512 10,948 3 38 36 6,200 5,436 5,512 15,478 4 68 58 4,650 14,496 5,512 20,310 5 70 80 3,100 15,100 5,512 15,478 6 36 92 1,550 1 4,832 5,512 1 7,928 F3 i, =(r 2+r 2+X 2)"2 = (1.1161 + 0.9371+ 2.3599I11 = 2.773 in. = I - (Xo/ro)2 = I - (-2.359/2.773) = 0.276 F =I12E/(KL/r)2 = 3.142.29500 / 88.732 = 36.978 ksi F,, (1 /213)((a,,, + a) - (a + a)2 - (4$a a))"2) =(1/(20.276)((36.978+216.191)-(36.978 + 216.191)2 - (40.27636.978 •216.191))"2) 32.746 ksi where: a,,, =172E/(K,L,/R,)2 = 3.142.29500 / 88.732 = 36.978 ksi a, =1 /Ar,2(GJ + (I12EC,,) /(JçL,)2) = 1/0.942.2.7732(11300.0.004 + (3.14229500 1.933) / (0.8.24)2) = 216.191 ksi F. = Min(F,,,, F,,) 32.746 ksi P. =A,,ff F, X. = (F /F)"2= (55 / 32.746)12 = 1.296 Since A,< 1.5: F. = (0.65 8A(A,2)) F = 27.23 1 Thus: P. =215661bs P,, =183311bs (Eq. C3.1.2.1- 7) (Eq C4.1.2-3) (Eq C4.I.1-1) (Eq C4.1.2-1) (Eq C3.1.2-1 1) (Eq C3.1.2-9) (Eq C4.I-1) (Eq C4.1-4) (Eq C4.1-2) zMIc INC MATERIAL HANDLING ENGINEERING MT.1965 - TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 18 CALCULATED BY: rfarrow DATE: 1/20/2020 PN 20200120 19 COLUMN ANALYSIS: (Level 4) Analyzed per FM. AISI 2012 (LRFD) and the 2019 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) K,L,/R1 =1.566/1.116 =88.73 K,L,/R,, =124/0.937 =25.63 KL/JL = 88.73 3.0 x 2.72-105 SECTION PROPERTIES Depth 2.717 in. Width 3 in. t 0.105in. Radius 0.14 in. Area 0.942 in2 AreaNet 0.792 in.' 1,, 1.173 in.4 S. 0.782 in.3 S. Net 0.714 in.3 R. 1.116 in. l 0.826 in.4 S 0.498 in.3 0.937 in. J 0.004 in.4 C,, 1.933 in.6 2.554 in.. X. -2.359 in. 1.5 66 in. K I Ly 24 in. K, 0.8 F,, 55 ksi F. 65 ksi Q 0 11300 ksi E 29500 ksi C. 0.85 C. -1 Cb I C, 1 Phi,, 0.9 Phi, 0.85 SEIZMIC MATERIAL HANDLINGENGINEERING Mr. 1985 - TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 19 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 COLUMN ANALYSIS: (Level 4) Analyzed per RMI. AISI 2012 (LRFD and the 2019 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) P. =P,,Ø,=37026lbs Where: P = AF, =0.79255 =43560 lbs M, S,F,=SF, (Eq C3.1.2.1-1) F. =Cr.A(qqd- IS,= 298.715 ksi F. = C,Aa,,,(j + C862 + r2(a /aj)l2) /(CS,) = 205.863 ksi (Eq 3.1.2.1-4) F (CH2EdI/(S(K_vL_v)2 l45l.351ksi (Eq 3.1.2.1-10) mm = 205.863 ksi Since: F >=2.78F, F. =(S,/S,) i.e. F,, =F_v=55ksi (Eq C3.1.1-3) Reduced F,,,,,,=1-((1- Q)/2)(F,/F)°F'55ksi = 39253 in-lbs My = 27379 in-lbs M. = M,, = 35328 in-lbs M,,= 24641 in-lbs P, = 112E1, /(K,L)2= 34848 lbs (Eq C5.2.2-6) Fl_v = n 1EI, / (K_vL_v)2= 417724 lbs (Eq C5.2.2-7) =(I - (çb,,P/P,,,)) = 0.885 (Eq C5.2.2-4) = (1 - (Ø,,P/P,)) = 0.99 (Eq C5.2.2-5) P,,, = 19,306 lbs 'lo,a 8,910 lbs M. = = 5354 in-lbs (Eq C5.2.2-2) P,,, =(1.2D)+(1.4P)=6480lbs P ./P. = 6480 / 18331 = 0.48 Static Stress = 48% Since: P,/F,>=0.15 Stress 1 = F, IF,, + M, /(Ø,,M) + / (9M) (Eq C5.2.2-2) =((8,910/ 18331)+(5354/35328)+(1 /24641))=63% Stress2 = I /P,,, + Cm,M, /(Ø,,M,cç) + CmyMy /(OM,a3) (Eq C5.2.2-1) = (8,910 / 37026) + (0.855354 / 35328 0.885)) + (0.85W I / 24641 0.99))) = 38% Stress3 P, / P. = 19,306/37026 52% Column Stress = Max(Stressl, Stress2, Stress3, Static) = 63% 3.0x2.72-.105 SECTION PROPERTIES Depth 2.717 in. Width 3m. t 0.105 in. Radius 0.14 in. Area 0.942 in2 AreaNet 0.792 in 2 1, 1.173 in.4 S. 0.782 in.' S. Net 0.714 in.3 R. 1.116 in. I 0.826 in.4 S 0.498 in.' Ry 0.937 in. J 0.004 in.' C,,, 1.933 in. 2.554 in. X,, -2.359 in. 1.5 66 in. K L. 24 in. K1 0.8 F 55 ksi F. 65 ksi Q I G 11300 ksi E 29500 ksi C. 0.85 C. -1 C,, CII Phi,, 0.9 Phi, 0.85 SEIZMIC INC i MATERIAL HANDLING ENGINERING ES 1085 TEL:(909)869.0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 20 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 BEAM ANALYSIS Determine allowable bending moment per AISI Check compression flange for local buckling (B2. I) Effective width w=C-2t-2r = l.75-(20.059)-(20.09) = 1.45 in. B - wit = 1.452 10.059 = 24.61 - 10 C -' = (1.052 / k"2) (wit) . (j / E)1/2 = (1.052/ 2) 24.61 . (55 129500)1/2 = 0.56 <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) A f,(comp) = F (y3 /y) = 55 * 2.22 1 2.37 = 51.54 ksi 1(tension) = F3, (y, /y2) = 55 * 1.98/2.37 = 45.93 ksi 'P = - (j if,) = -(45.93 /51.54) = -0.89 Buckling coefficient k = 4 + 2 (1 - 141)3 + 2 (1 141) =4+2(1--0.89)+2(1 --0.89) = 21.31 Flat Depth w = y I + y3 = 1.98 + 2.22 = 4.202 4.5 x 2.75 -0.059 Top flange width C = 1.75 in. wit = 4.202/0.059 = 71.22 w/t < 200: OK Bottom width B = 2.75 in. = (1.052/k"2) (wit) (f /)l/2 = (1.052 /2)71.22 (51.54/29500)1/2 = 0.68 Web depth A = 4.5 in. Beam thickness t = 0.059 in. b = w (3 - 'I') = 4 . (3 --0.89) = 16.35 Radius r= 0.09 in. b2w/22.1 Fy = 55 bl + b2 = 16.35 + 16.35 = 18.45 Web is fully effective 198 Determine effect of cold working on steel yield point (FYA) per section A7.2 Y2 = 2.37 Corner cross-sectional area Lc = (fl /2) (r + ii 2) 2.22 Y3= Ycg - 2 .13 = (fl /2) (0.09 + 0.059 / 2) = 0.188 L1 = effective width = 1.452 Sx = 0.88 C = 2 L / L1+ 2 L = 2 0.188 /1.452 + 2 = 0.2054 E = 29500 FBeamF= 360 = 0.192 (F,, / F) - 0.068 = 0.192 . (65 I 55) - 0.068 0.1589 Beam Length L = 144 ,1 B = 3.69 .(F/F)-0.819.(F/F)2-1.79 = 3.69 (65/55) - 0.819 (65/55)2 - 1.79 = 1.43 Fu/Fy65/55 = 1 <1.2 nt = 0.09 10.059 = 1.525 < 7 = OK = B 1, / (r / t)ln = 1.43 55 1(1.525)m = 73 = CF+(l -C).F = 0.20573+(1-0.2O5)55 = 59 = F 40 . Y,i (A - Y) = 59213/(45 -2.13) = 53 MIMIC- INC MATERIAL HANDLING ENGINEERING -. EST. 1989 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 21 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 BEAM ANALYSIS Check Allowable Tension Stress for Bottom Flange Lflaflge.j,,, = B - (2 r) - (2 t) = 2.75 - (2 0.09)- (2 0.059) = 2.45 Cb011om = 2 LCI(LflQflOI+ 2 L) = 20.188/(2.45 + 2-0.188) = 0.133 F,itom = CIR;ttom F + (1 - C,,,om) F = 0.133 73 + (I - 0.133) 55 = 57.44 = F,,, = 58.78 ksi M Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT 11) Check Bending Capacity M=ger = = W•L•92•Rm /8 = LRFD Load Factor = (1.2 DL + 1.4 FL + 1.4 0.083 FL) / FL For DL = 2% of FL: Q = 1.2 -0.02 + 1.4 + 1.4-0.083 = 1.54 4.5 x 2.75 -0.059 Top flange width C = 1.75 in. R. = I - ((2 F L) 1(6 E I + 3 F L)) Bottom width B 2.75 in. = 1-((2-360 144)/(629500-2.08+3360 144)) = 0.8 Web depth A = 4.51n. M S 49.04in-kip d = 4F Beam thickness t = 0.059 in. Radius 0.09 in. W = M,,- 8 - (# of Beams) / (L - R. - Q) = (49.04 8 - 2) / (144 - 0.8 1.54) Fy = 55 = 4410 lbs/pair Fu = 65 YI= 1.98 Y2 = 2.37 Check Deflection Capacity Y3 = 2.22 max = ARd Ycg 2.13 AmA.,.= L/180 Ix 2.08 Sx= 0.88 Rd = 1-(4-FL)/(5-F-L+10-E-I) E= 29500 = I -(4-360- 144)/(5360144+10295002.08) = 0.76 FBeamF 360 = (5- W -L3)/(384-EI) Beam Length L 144 L/180=(5-WL3 - Rd) /(384E1,(#ofBeams)) W = (384-E1X-2)/(l805L2 Rd) = (384.29500.2.08.2)/(180.5.1442 .0.76). 1000 = 3314 lbs/pair PROJECT: Maintenance Supply SEMMIC FOR: th Mealuxiohn ADDRESS: INC Carlsbad, CA SHEET#: 22 MATERIAL HANDLING ENGINEERING CALCULATED BY: rfarrow EST.185 DATE: 1/20/2020 TEL:(909)869-0989 PN: 20200120 19 1130 E. CYPRESS ST. COVINA, CA 91724 - - - Allowable and Actual Bending Moment at Each Level 1'1sw,1c =W1218 'aIIov.srntic WO,,Oh,S,fl,,C P / 8 'soismic1conn M'aiiowseismic Sx Fb Level Maiiow.suuic M'seismic Maiiow.scismic Result 1 27,864 29,826 5,441 29,826 Pass 2 27,864 29,826 5,170 29,826 Pass 3 27,864 29,826 5,187 29,826 Pass 4 27,864 29,826 4,460 29,826 Pass 5 27,864 29,826 3,122 29,826 Pass 6 27,864 29,826 2,756 29,826 Pass ( SEIZMIC' INC MATERIAL. HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 23 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 2020012019 I Iu I. Lyrnrbb bi. LUVIN?.. O.P. VI i;Lff Beam to Column Analysis: Height of the Tab h = 0.6 in. Thickness of the Tab t1 = 0.135 in. F= 55000 psi C= 1.0 V° 0.6FA01:c=2673 lbs V=0.92673=24051bs Bearing Strength of Tab AISC G2-1 Thickness of the column t0 = 0.11 in. A,= ht,=0.06in. R,= 1.8FA,=6237lbs AISCJ7-1 P,,,= •R0 =0.756237=46771bs Moment Strength of Bracket Edge Dist. = 1 in. Tap = 0.179 in. S, = 0.127 in. M. = S;F = 6985 in-lbs AISI C3.1.1 -1 Msth = M. = 0.9 M = 0.9 S,jP F = 6286.5 in-lbs C= 2.15 d = Edge Dist. /20.5in. Msth= Pap = M5 /(cd)=58371bs Minimum Value of P1 Governs P3 = Min(P ) P88, P 11,) = 2405 lbs M MlOW = (P1 6.5) + (P3 (4.5 / 6.5) 4.5) + (P3 (2.5 / 6.5) 2.5) + (P1 (0.5 / 6.5)0.5) = 25530 in-lbs i, '(r 2 +r 2 +X 2) = (0.7361 + 0.4481 + -0.9951)112 = 1.317 in. = 1 - (X0/r0)2 = I - (0.995/1.317)2=o.428 F0, = rI2E / (KL/r),2 = 3.142.29500/153.952= 12.285 ksi 1 o2 (1 /2u3)((a + a) - (at, + a)2 - (4I3a,,,a))92) =(1/(20.428)((33.136+ 11.1)-(33.136+ 11.1)2 - (40.428 •33.136 11.1))112)= 9.121 ksi where: a -172E / (K, L, /R)2 = 3.142 29500 / 93.742 = 33.136 ksi a, =1 /Ai 2(GJ -I- (II2EG,) /('JçL)2,) = 1/0.2571.3172(11300.0 + (3.142295000.025) / (0.8.69)2) = 11.1 ksi = Min(F,, F) =9.121 ksi P. =A F,, A =(F;/F)I12=(36/9.121)Il2= 1.987 Since X. >= 1.5: = (0.877 / 2) = 7.999 Thus: P. =2052 lbs P. = 17441bs (Eq. C3.1.2.1- 7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.14) (Eq C4.1-3) A EizMIc.4 INC MATERIAL HANDLING ENGINEERING EST.19O5 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 24 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 I liU C. I.. I lW33 31. I..%JVI*NII, I.I% Yl I4 BRACE ANALYSIS (Panel 6) - - - Analyzed gg RMI. AISI 2012 (LRFD) and the 2019 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) K0 L,/R0 =169/0.736 =93.74 Ky Ly /Ry =169/0.448 = 153.95 = 153.95 1.7953 x 1.378 -.0625 SECTION PROPERTIES Depth 1.795 in. Width 1.378 in. 0.06 in. Radius 0.118 in. Area 0.257 in2 AreaNet 0.257 in2 I,, 0.139 in.4 S0 0.156 in? SIN3 0.156 in? R. 0.736 in. I) 0.052 in.4 S 0.056 in? R). 0.448 in. i 0in.4 C,, 0.025 in.6 1.337 in. X,, -0.995 in. K,, 1 69 in. K 69 in. K, 0.8 F 36 ksi F. 42 ksi Q 0 11300 ksi E 29500 ksi C. 0.85 C. -1 C,, Phi,, 0.9 Phi. 0.85 SEIMIC INC MATERIAL HANDLING ENGINERING EST.1985 TEL:(909)869.0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 25 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 I IiU L. CYYI(t I. .UVINI%. LP. Yl I2'I BRACE ANALYSIS (Panel 6) Analyzed per R14L AISI 2012 (LRFD1 and the 2019 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) P. =P,,,,Ø,=7851 Is Where: P,,, — AF, =O.25736 =9237 Is M. =MS,F,=S,,,F, (Eq C3.1,2.1-1) F, =CA(a,3,a)"2/S,= 41.506 ksi F, = C,Ao0,(j + C,(j2 + r 2(a /ç,))') /(C7 S,) = 10.997 ksi (Eq 3.1.2.1-4) F, = (Cb fJ2EdJ,)/(S,(K.,L)2= 36.221 ksi (Eq 3.1.2.1-10) = 10.997 ksi Since: F. <= 0.56F, F. =F,,10.997ksi (Eq C3.1.2.1-3) Reduced F,= 1 -((1- Q)/2) (Fe /F3)°F,,'= 11 ksi M==1717in-lbs M,,=613 in-lbs M,,=M,,,,, M0, = 1545 in-lbs M,= 552 in-lbs P = n2Ei, /(K,L)2= 8500 lbs (Eq C5.2.2-6) P, = fl2EJ /(KL)2= 3149 lbs (Eq C5.2.2-7) P. =20521bs "Tm,,s =916lbs = ((L - 6)2 + (D - 2B)2) = 69.2 in. V = (V LDI,) ID = 1490 lbs Brace Stress = V IF = 85% 1.7953 x 1.378 -.0625 SECTION PROPERTIES Depth 1.795 in. Width 1.378 in. 0.06 in. Radius 0.118 in. Area 0.257 in2 AreaNet 0.257 in2 0.139 in.4 S, 0.156 in.3 S,,N,,, 0.156 in.3 R. 0.736 in. ly 0.052 in.4 Sy 0.056 in.3 R. 0.448 in. J 0in.4 0.025 in.6 J. 1.337 in. X. -0.995 in. L. 69 in. K I I.,,. 69 in. K, 0.8 F 36 ksi F. 42 ksi Q G 11300 ksi E 29500 ksi 0.85 C. -I C,, C, Phib 0.9 Phi,, 0.85 A EIZMIcWT MATERIAL HANDLING ENGINEERING 85" EST. 18 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 26 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 Assumed cracked concrete mn,lication Anchor Type ICC Report Number Slab Thickness (h) Mm. Slab Thickness (h) Concrete Strength (f) Diameter (d) Nominal Embedment (h m) Effective Embedment (he) Number of Anchors (n) e'N e'V 1/2" dia, 3.375° hef, 6° mm. slab. ESR3037 1.5' h r = 5.063 in. =7 in. C,, = 12 useC = 5.063 in. =6 in. C = 12 useC,2 = 5.063 in. = 4000 ksi =0.5m. 3'h0 =10.125in. = 3.875 in. = Hef S, 75 Use S, = 5.75 in. =2 S2 =0 in. Use S2 =0 in. =0 =0 From ]CC ESR Report A. = 0.105 sq.in. f. =lls000psi I Sni. = 2.75 in. =4in. C. = 7.5 in. Avcv V A LJ ai 7/ N = 3735 in. ha I 1 1 IFM LIIV f I. .I •I 1.5CM Si 1.5C51 Adj. Strength Tension Capacity = 3071 lbs 0.75 2303 lbs Shear Capacity = 4702 lbs 0.75 3527 lbs SEIZMIC 4p INC MATERIAL HANDLING ENGINERING TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 27 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 I 13UI. UYI'KtSS SI. LUVII'IA. LAY] 144 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 Steel Strength =0.75 ON. =4)nA,f4 0.75 -2-0.105 115000 = 18,113 lbs Concrete Breakout Strength ON,, 4) = 0.65 A = (C10, + Sl,j + 1.5h)(C + + 1.5h0 ) = 160.734 sqin. A 0 = 9h, = 102.516 sq.in. Check if ANI, > A ANJAN, = 1.568 = 1 = 1 K=17 N. = KA(f)os(h)u = 6666 lbs = 0.65(160.734/102.516)11ii6666=6,794lbs Pullout Strength $N =1• = 4)Pq,Np (f/2500)°5 = 6,142 lbs Steel Strength (4)N) = 18,113 lbs Embedment Strength - Concrete Breakout Strength (4)N) = 6,794 lbs Embedment Strength - Pullout Strength ($N1,) = 6,142 lbs 17.4.1 17.3.3.a i 17.4.1.2 17.4.2 17.3.3 c ii Category 1-B 17.4.2.4 17.4.2.5 17.4.2.6 17.4.2.2 d 17.4.2.7 17.4.2.1 17.4.3 17.3.3 c ii Category 1-B 17.4.3.6 17.4.3.1 ' - INC MATERIAL HANi3NGENGINERING Eer. i96 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 28 CALCULATED BY: rf'arrow DATE: 1/20/2020 PN: 20200120 19 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 Steel Strength 4V,. V,=7,235 / Anchor -- per report 4=0.65 = n - V. = 0.65-2-7,235 = 9,406 Is Concrete Breakout Strength 4V, 4 = 0.7 = (1.5C + S + 1.5C,)h, = 292.25 sq.in. = 3C,1h, = 252 sq.in. Check if A, >= A, AjAv. = 1.16 lymv = 1 = 0.9 = 1 h,V = 1.604 d, = 0.5 in. L, =1 in. = 1 The smaller of 7(L / d,)o1(d,)0sA(f,)0sca1 5 and 9?,(f)°5caF 5 = 14,948 Is = 0.7-(292.25/252)- 1 -0.91 1.60414,948 = 17,513 lbs Piyout Strength 4V,, 4=0.7 K. =2 N,,,, =10,452 lbs = $Kq,N,,, = 0.7-2 10,452 = 14,633 Is Steel Strength ($V,,) = 9,406 lbs Embedment Strength - Concrete Breakout Strength (4V,,,,) = 17,513 lbs Embedment Strength - Pryout Strength (4V,,,,) = 14,633 lbs 17.5.1 17.3.3. Condition all 17.5.1.2a 17.5.2 17.3.3 cl-B 17.5.2.5 17.5.2.6 17.5 .2.7 17.5.2.8 17.5.2.2 17.2.6 d 17.5.2.2 a, 17.5.2.2 b 17.5.2.1 17.5.3 17.3.3 Ci-B 17.5.3.1 , SEIZMIC INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 29 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 2020012019 I I.1Ut. LTIK .tt Y I I'+ OVERTURNING ANALYSIS ConfiRurationi Per FM Sec 2.6.9 and ASCE7-10. Sec 15.5.3.6. Weight of rack with all levels loaded to 67% caeacitv. & with only toD level loaded FULLY LOADED w W,1 = 18,000 lbs Wd = 600 lbs W,1 67% = 18,0000.67 = 12,060 lbs V1, = (1 0.I8751 ((0.67 12,060) + 600)) = 1,627 lbs M,, = VT,,,.; Ht = 1,627236 = 383,972 in-lbs M. = ((WPI 0.67) + W,,) d Factor = ((l8,0000.67) + 600) 480.5 = 303,840 in-lbs = I (M,, - M)/d = (383,972 - 303,840) / 48 = 1,669 lbs = I (M,,1 + M) / d = (383,972 + 303,840) / 48 = 14,329 lbs Fr V / TOP SHELF LOADED Shear = 675 lbs M,, = VT , Ht = 675(288 + ((36 - 10) / 2)) = 203,175 in-lbs M = (I + W5) d = (3,000 + 600) (480.5) = 86,400 in-lbs = 1 (M,1 - M)/d = (203,175 - 86,400)/48 = 2,432 lbs ANCHORS No. of Anchors (#Anchors): 2 Pull Out Capacity per Anchor (T.,,): 2,303 lbs Shear Capacity per Anchor: 3,527 lbs CROSS AISLE ELEVATION SIDE LOADS ON TOP SHELF Top loaded shelf level (H) = 288 in. M,,= 1.6350H= 1.6350288=161kip 161 /48=3,360lbs COMBINED STRESS Fully Loaded Top Shelf Loaded Seismic UpLift Critical (LC#7B) Side Load Top Shelf = ((1,669 / 2) / 2,303) + ((1,627 / 4) / 3,527) = ((2,432 / 2) / 2,303) + ((675 / 4) / 3,527) = (3,422 / 2) / 2,303 = (3,360 / 2) / 2,303 = 0.478 = 0.576 = 0.743 = 0.729 Plate width B = 7.75 in. Plate depth D = Sin. Plate thickness t = 0.38 in. Column width b = 3 in. Column depth d = 2.72 in. bi = 2.38 in. S,,= 5.75 in. sy= 0in. T. = 4,606 lbs. 0.32in. J -- - SEIZMIC' INC MATERIAL IIANDLING. NGINEERING EST. 1985 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 30 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 Base Plate Analysis: The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are used in determining Mb: Moment capacity of the base plate Moment capacity of the anchor bolts \ç01-h/2 (11111 fixity) Mb is the smallest value obtained from these three criteria. F = 36000 psi P01 = 9405 lbs M = 5436 in-lbs P/A = P 01/(D- B) = 9405 / (5-7.75) = 243 psi = M, / (D - B2 /6) = 5436 / (5 - 7.751/ 6) = 108.61 psi f.= J,(2-b / B) = 108.61 -(22.38/7.75) = 66.57 psi = , - ,2 = 108.61 -66.57 = 42.04 psi Mb = wb12 / 2 = (b32 / 2)- (1 + fb, + 0.67- b2) = (2.382 / 2)-(243 + 42.04 + 0.67 -66.57) = 928.24 in-lbs S = (B- t2) / 6 = 0.18sq.in. FW. = 0.75 - F = 27,000 psi f / F = Mb! = 928.24 / (0.18-27,000) = 0.19 Base Plate Tension analysis per AC1318-14 17.2.3.4.3 (b), ductile yield of base plate Moment Arm (L) = (S, - b) / 2 = 1.38 in. = /2- L = 3166.63 in-lbs S = D -t2/6 = 0.088in3 =S - F = 3,167 in-lbs = 0.9 M = 2,850 in-lbs <M,=,0 Base plate will yield first. Since the base plate will yield before anchor getting full tension capacity, over-strength factor is not applicable. 1 1ZMl 4 MATERIAL HANDLINGENGINEERING EST. 15 TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 31 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120_19 I LW C. LTrKt I. 9.UVIr1t. .Jt 71 Ih'+ Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 zN kc+k be h WpjhpL( kCkbc = k b k ce kc+kbC (NC+Nb( kkb X kb+k a, - the first iteration of the second order amplification term computed using W from section 2.6.4 of the Commentary #oflevels 6 min. #ofbays 3 N, 72 Nb 8 k, 360 kip-in/rad kg,, 2559 kip-in/rad kb 120 kip-in/rad k,, 480 kip-in/rad lb 2.08 in' L 1441n 1, 1.17 in' H 288 in E 129500 ksi Level h, W, 541n 3kip 2 92 in 3kip 3 145 in 3kip 4 214 in 3kip 5 2671n 3kip 6 321in 3kip Where: W1 = the weight of the ith pallet supported by the storage rack he,, = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack NL = the number of loaded levels = the rotational stiffness of the connector k,, = the flexural rotational stifThess of the beam-end kb = the rotational stiffness of the baseplate = the flexural rotational stiffness of the base upright-end N, = the number of beam-to-upright connections Nb = the number of base plate connections k. 6E1b 4E1 El = k,, = ' k L H H L = the clear span of the beams H = the clear height of the upright = the moment of inertia about the bending axis of each beam I, = the moment of inertia of each base upright E = the Youngs modulus of the beams ; = 1.27 Per RMI 2012 7.1.3 eb (1+ a) M C4 the deflection amplification factor per section 2.6.6 U Mb= the base moment from analysis kb 0b 0.68 Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 h,,,1. Therefore tanO,,,0.5 0,..2.862 rad ®b ok Maximum moment in base plate M,= if one anchor, then 0 OR (# of anchors /2) * anchor pull out capacity * spacing of anchor(Sx) M,.13,242 kip-in 2! M, OK - J INC MATERIAL HANDLING ENGINEERING EST. 190 - TEL:(909)869-0989 PROJECT: Maintenance Supply FOR: Interlake-Mecalux_John ADDRESS: 2800 Whiptail Loop Carlsbad, CA SHEET#: 32 CALCULATED BY: rfarrow DATE: 1/20/2020 PN: 20200120 19 SLAB AND SOIL ANALYSIS (LRFIY) Porn = Gravity_Load (see Basic Load Combinations) = 19,307 Is F, =75. = 474 psi Base Plate Width B 7.75 in. d,req'd = (P,rn/(4 - 1.72 ((K, - r1 / e0) - 104 + 3.6) f,))1a = 3.128 in.Depth W 5 in. b = (e, d,req'd3 / (12-(1 - 1x2)-k,))"4 = 20.825 in. b,req'd =1.5b=3lin. P. = 1.72[(k,-r1 / e,)- 10 + 3.61-f'1-t2 = 161,177 Is Frame P. = P. = 96,706 Is Frame depth d 48 in. P,,,,/P, =0.2 SLAB AND SOIL ANALYSIS (ASD) Concrete F,,. = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) Thickness 7in. f = 13,626 lbs c 4,000 psi f =7.5(f,)"2 =474psi 0.6 3 P. = 1.72[(k,r,/e,)- 104 + 3.6] f,.t2 = 161,177 lbs I d,req'd = (,rn'($ 1.72- ((K, r, / ;) 10 + 3.6)- f,))112 = 3.128 in. k, 50 b = (e,-d,req'd3 / (12(1 - i2)k,))" = 20.825 in. r, 3.11 b,req'd = 1.5b = 31 in. e, 3,604,997 P. =P,/Q=53,726lbs P,,,,/P, =0.25 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Wam WASTL%WR AUUfO4UTY Date:02/26/2020 Business Name:Maintenance Supply Headquarters Street Address: 2800 WHIPTAIL LOOP W., CARLSBAD, CA 92010 Email Address: david.young@supplyhq.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: o Acid Cleaning o Assembly o Automotive Repair o Battery Manufacturing o Biofuel Manufacturing o Biotech Laboratory o Bulk Chemical Storage o Car Wash o Chemical Manufacturing o Chemical Purification o Dental Offices Dental Schools Dental Clinics o Dry Cleaning o Electrical Component Manufacturing o Fertilizer Manufacturing o Film/X-ray Processing Food Processing Glass Manufacturing Industrial Laundry Ink Manufacturing Laboratory Machining/Milling Membrane manufacturing (i.e. water filter membranes) Metal Casting/Forming Metal Fabrication Metal Finishing Electroplating Electroless Plating Anodizing Coating (i.e. phosphating) Chemical Etching/Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutritional Supplement/Vitamin Manufacturing Painting/Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing/ Packaging Pharmaceutical Manufacturing (including precursors) Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap/Detergent Manufacturing Waste Treatment/Storage New Business? Yes Rg No SIC Code(s) if known: Date operation began/will begin:July 2020 Tenant Improvement? Yes s No[] If yes, briefly describe improvement:Office Buildout Description of operations generating wastewater (discharged to sewer, hauled or evaporated): N/A Estimatedvolume of industrial wastewater to be discharged (gal/ day): .....P List hazardous wastes generated (type/volume): N/A Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes 0 Date: No Page 1 of 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT ( NUNA SCREENING SURVEY WASMAM 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760476-9852 SourceControl@encinajpa.com The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they only discharge sanitary wastewater with no pollutants exceeding any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. Automobile Detailers Barber/Beauty Shops Business/Sales Offices Cleaning Services Carpet/Upholstery Childcare Facilities Churches Community Centers Consulting Services Contractors counseling Services Educational Services (no auto repair/film developing) Financial Institutions/Services Fitness Centers Gas Stations (no car wash/auto repair) Grocery Stores (no film developing) Residential based Businesses Hotels/Motels (no laundry) Laundromats Libraries Medical Offices (no x-ray developing) Mortuaries Museums Nail Salons Nursing Homes Office Buildings (no process flow) Optical Services Pest Control Services (no pesticide repackaging for sale) Pet Boarding/Grooming Facilities Postal Services (no car wash/auto repair) Public Storage Facilities Restaurants/Bars Retail/Wholesale Stores (no auto repair/film developing) Theaters (Movie/Live) CERTIFICATION STATEMENT I certify that the information abdve is true and correct to the best of my knowledge. Signature: Pa4..zd 5 Print Name: DavidS.Young DATE: 4/21/20 Facility Contact: CraigCarver Title: GeneralManager ENCINA WASTEWATER AUTHORITY 6.200 AVEN IDA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 'Fax: 760-476-9852 SourceControkencinaipa.com Page 2 of 2