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HomeMy WebLinkAbout20904 Smokey Point Blvd_BLD6113_2025 i Permit Packet Coversheet Community and Economic Development City of Arlington • 18204 591h Avenue NE • Arlington,WA 98223 • Phone (360)403-3551 Permit Number: BLD6113 Permit Type: Commercial Racking Address/Parcel: 20904 Smokey Point Blvd Completed (Month/Year): December 2024 Land Use ❑ Notice of Decision ❑ Bonding or Assignment of Funds ❑ Staff Report o Confidential Documents. Contact the ❑ Application City to obtain. ❑ Narrative ❑ Letters and Project Documents ❑ Legal Description ❑ Other: ❑ Vicinity Map ❑ Site Plan Civil ❑ Landscape Plan ❑ Issued Permit ❑ Complete Streets Checklist ❑ Application ❑ Traffic Impact Analysis ❑ Other Applications ❑ Snohomish County Traffic Mitigation Offer ❑ Construction Calculation Worksheet ❑ WSDOT Traffic Offer Form ❑ Approved Plans ❑ Tree Survey ❑ Review Comment Form ❑ Stormwater Drainage Report ❑ Letters and Project Documents ❑ Geotech Report ❑ Other Agency Permits ❑ Critical Area Evaluation Form ❑ Reports: ❑ SEPA Checklist o Drainage Report Pg: ❑ Public Notice Material o Stormwater Pg: ❑ Noticing and Related Documents o Geotech Pg: ❑ Water/Sewer Availability Certificate o All Other Reports ❑ Unanticipated Discovery Plan Form ❑ SEPA and Noticing Materials ❑ Aerial Photo of Site ❑ Inspections ❑ Proposed Building Materials ❑ As-Builts ❑ Lighting Plans and Lighting Cut Sheets ❑ Other: ❑ Color Elevations ❑ Design Matrix Building ❑ Plat Map ❑✓ Issued Permit ❑ Title Report ❑✓ Application ❑ Lot Closures ❑ Additional Applications ❑ Preliminary Civil Plans ❑✓ Approved Plans ❑ Archaeological Survey ❑ Site Plan o Confidential Documents. Contact the ❑ Letters and Project Documents City to obtain. ❑✓ Calculations ❑ Topography(Existing Conditions) ❑ Project Specification Manuals ❑ CC&R's ❑ Reports ❑ Deeds/Easements/Conveyances ❑ Certificate of Occupancy /Dedications ❑ Inspections ❑ Developer's Agreement ❑ Other: ❑ Recorded Copies Page 1 of 1 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 20904 SMOKEY POINT BLVD Permit#:6113 Parcel#:31050800302600 PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Scope of Work:INSTALL HIGH PILE STORAGE RACKS IN A WAREHOUSE Valuation:2500.00 AREA. OWNER APPLICANT CONTRACTOR D THOMPSON PROPERTIES,LLC PREMIER WAREHOUSE PERMITS Maudshen,LLC 750 NE COLUMBIA BLVD 565 PORTER WAY 16923 32nd Ave SW PORTLAND,OR 97211 PLACENTIA,CA 92870 Burien,WA 98166 7144225893 206-200-1425 LIC:602 398 429 EXP:09/30/2025 LIC:MAUDSL*963NR EXP:08/18/2026 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL RACKING CODE YEAR: 2021 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: S-1;Storage Mod Hazard BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.I13C110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 09/30/2024 � .�� 09/30/2024 Applicant Signature Date Building Official Date CONDITIONS ADHERE TO THE APPROVED PLANS.APPROVED JOB COPY SHALL BE ONSITE FOR INSPECTIONS.CALL FOR INSPECTIONS. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 09/30/2024 Building Plan Review $80.33 09/30/2024 Credit Card Service $2.41 09/30/2024 Processing/Technology $25.00 09/30/2024 Building Permit $113.07 09/30/2024 Credit Card Service $4.14 Total Due: $224.95 Total Payment: $224.95 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail COMMERCIAL BUILDING PERMIT APPLICATION ` Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 The following information is required for Commercial, Multi-Family,and Mixed-Use Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents.See ASSISTANCE BULLETIN#30 for detailed design requirements. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING; Incomplete applications will not be accepted. REQUIRED DOCUMENTS Site Plan Architectural Plans Structural Plans Structural Calculations Mechanical System Modifications, (if applicable) Plumbing System Modifications,(if applicable) Project Specification Manuals, (if applicable) WSEC Compliance Forms, (if applicable) htt12s:4Jwaenergycodes.com� Special Inspection and Testing Agreement Deferred Submittal Request Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm 5. Signage B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. ❑ Reinforced Concrete ❑ Structural Steel and Welding ❑ Bolting in Concrete ❑ High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ❑ Structural Masonry ❑ Other-Specify: ■❑ I acknowledge that all items designated as submittal requirements must accompany my Commercial Building Permit Application to be considered a complete submittal. COMMERCIAL BUILDING INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc.) ❑ Standpipe systems ❑ Hazardous materials ❑ Private fire hydrants ❑ Industrial ovens/furnace ❑ Fire alarm and detection systems ❑ Spraying or dipping operations ❑■ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft.)or canopies(>400 sq.ft.) ❑ Provide details on any of the above checked items: INSTALL HIGH PILE STORAGE RACKS IN A WAREHOUSE AREA Type of Permit: x❑ Commercial ❑ Mulit-Family ❑ Mixed-Use Property Address: 20904 SMOKEY POINT BLVD $2,500 Project valuation: Lot#: Parcel ID No.: 310-508-003-027-00 Subdivision: Project Scope of Work: INSTALL HIGH PILE STORAGE RACKS IN A WAREHOUSE AREA IBC Construction Type: II-B IBC Occupancy Type: B AND S-1 Building/Space Square Footage: 1,200 Number of Stories: 1 Square Footage Per Floor: 1st 2nd 3rd 4th 5th 6th Primary Contact: ❑ Owner ❑ Architect ❑ Engineer ❑ Contractor Owner Name: D.THOMPSON PROPERTIES LLC OfficeNo.: Email Address: Cell No.: 750 NE COLUMBIA PORTLAND OR 97211 Mailing Address: RI Xin City: State: Zip: Architect Name: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Professional License Number: Expiration Date: Engineer Name: STRUCTURAL ENGINEERING & DESIGN INC Office No.: 909-596-1351 Email Address: Cell No.: Mailing Address: 1815 WRIGHT AVE City: LA VERNE State: CA Zip: 91750 Professional License Number: Expiration Date: Primary Contractor: TBD Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: REV03.2022 Page 2 of 6 COMMERCIAL BUILDING MECHANICAL SYSTEM INFORMATION Type of Permit: ❑ New Installation ❑ Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured per IFGS, Section 415 • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of each appliance Gas Piping Specification and complete Schematic PAGE 4 O Not Applicable Proposed Piping Material: ❑ CSST ❑ Brass ❑ Black Steel ❑ Galvanized Steel ❑ Other Proposed Piping Size: ❑ 1/z" ❑ S/s" ❑ 3/4" 711 ❑ 11/z" ❑ 2" Inlet Pressure: Pressure Drop: Specific Gravity: MECHANICAL PERMIT FEES (per unit) Type of Fixture No. of Units Cost per Unit Subtotal Additional Plan Review fees x $ 75.00 = $909-596-1351 Air Cond.Unit<_100Btu/h x $ 15.00 = $ Air Cond. Unit>10013tu h x $ 25.00 = $ Air Cond. Unit>50013tu h x $ 50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $ 25.00 $ 25.00 Boiler<10013tu/h >3hp x $ 15.00 = $ Boiler>1 million Btu/h<50hp x $ 25.00 = $ Boiler>1.5 million Btu/h<50hp x $ 50.00 = $ Boiler>100Btu h 3-15h x $ 15.00 = $ Boiler>50013tu h 15-30hp x $ 25.00 = $ Diffusers x $ 15.00 = $ Dryer Ducting x $ 15.00 = $ Ductwork(drawings required) x $ 25.00 = $ Evaporative Coolers x $ 15.00 = $ Exhaust Ventilation Fans x $ 15.00 = $ Fire lace Insert Stove x $ 15.00 = $ Forced Air Heat<_100 Btu/h x $ 15.00 = $ Forced Air Heat>100 Btu/h x $ 25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired AC :5100 Btu h x $ 15.00 = $ Gas Fired AC >100 Btu h x $ 25.00 = $ Gas Fired AC > 500 Btu h x $ 50.00 = $ Gas Pi in <_ 5 units x $ 15.00 = $ REV03.2022 Page 3 of 6 COMMERCIAL BUILDING MECHANICAL PERMIT FEES (per unit) Gas Piping> 5 units (plus <5 units x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit x $ 25.00 = $ Hot Water Heat Coils x $ 15.00 = $ Miscellaneous Appliance -regulated by x $ 15.00 $ mechanical code,not otherwise specified Pkg.Units <_100btu x $ 25.00 = $ Pkg. Units >100btu x $ 50.00 = $ Range/Cook top-Gas Fired x $ 15.00 = $ Refrigeration Unit<_100Btu h x $ 15.00 = $ Refrigeration Unit>100Btu h x $ 25.00 = $ Refrigeration Unit>500Btu h x $ 50.00 = $ Re-inspection fee all x $ 75.00 = $ Unit Heaters <_ 100 Btu/h x $ 15.00 = $ Unit Heaters >100 Btu h x $ 25.00 = $ VAV Boxes (Variable Air Volume,part of air x $ 10.00 _ $ conditioning system) Wall Heaters - Gas Fired x $ 25.00 = $ Water Heater- Gas Fired x $ 25.00 = $ Permit Fee $ Table 4-8; Plan Review Fee $ Processing/Technology Fee $25.00 Total $ PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY— USE A SEPARATE SHEET, IF NECESSARY ❑ SCHEMATIC IS TO SCALE ❑ SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE:Any interior pressure regulators must be indicated REV03.2022 Page 4 of 6 COMMERCIAL BUILDING PLUMBING SYSTEM INFORMATION Plumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: The following items need to be specified on the plans: O Fixture specifications and equipment with locations. O Location and type of all backflow assemblies for each fixture. O Calculations for Grease Interceptor. O Pipe size and location of sanitary and potable water systems. O Riser diagram of waste,vent,and rain water systems,including sizes. O Medical gas piping riser diagram,type of gas,storage room and size of piping. PLUMBING PERMIT FEES (per fixture) Commercial plumbing permits are required to submit line drawings.A plan review fee of 65% per Table 4-6 for plumbing permits will be assessed at time of submittal. Includes two 2 ins ections with permit. Type of Fixture No. of Fixtures Cost per Fixture Subtotal Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee 1 $ 25.00 $25.00 Bath Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Drinking Fountain x $ 15.00 = Floor Drains x $ 15.00 = Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = Icemaker Refri erator x $ 15.00 = Irrigation-per meter x $ 25.00 = Kitchen Sink&Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Med Gas Pipin <- 5 inlets/outlets x $ 60.00 = Med Gas Piping> 5 inlets/outlets (plus <_ 5 x $ 5.00 = inlets outlets Miscellaneous-regulated by plumbing x $ 15.00 = code,not otherwise specified Pretreatment Interceptor x $ 15.00 = REV03.2022 Page 5 of 6 COMMERCIAL BUILDING PLUMBING PERMIT FEES (per fixture) Re-inspection Fee all x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink bar, service, etc. x $ 15.00 = Toilets x $ 15.00 = Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater x $ 25.00 = Water Heater-Tankless x $ 25.00 = Permit Fee Table 4-6; Plan Review Fee Processing/Technology Fee $25.00 Total PROPOSED BUILDING USE ❑ New ❑ Retail ❑ Medical ❑ Automotive Based ❑ Industrial ❑ Office ❑ Restaurant ❑ Machine Shop ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Coffee Urn/Espresso ❑ Hydrotherapy Equip. ❑ Steam Generators ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure Washers ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Hot Tub/Spa ❑ Decorative Fountain ❑ Fire Sprinkler ❑ Aquarium ❑ Swimming Pools ❑ Sprinkler w/chemicals ❑ Lawn Irrigation ❑ Well on property ❑ Other: WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor? ❑ Yes ❑ No ❑ Don't Know Does the plumbing system currently have an oil/water ❑ Yes ❑ No ❑ Don't Know separator? Is water used in the business process (washing,rinsing, ❑ Yes ❑ No ❑ Don't Know cooling)? Does your business require a NPDES permit? ❑ Yes ❑ No ❑ Don't Know I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. r)aii�f nfrnda, DAISY ESTRADA 08/12/2024 Signature Print Name Date REV03.2022 Page 6 of 6 PROJECT DIRECTORY DETAILED SCOPE OF WORK: INSTALL HIGH PILE STORAGE RACKS IN WAREHOUSE AREA. PROPERTY OWNER: TENANT CONTRACTOR: ENGINEER: D.THOMPSON PROPERTIES LLC TEC EQUIPMENT TBD STRUCTURAL ENGINEERING &DESIGN INC. PROJECT INFORMATION 750 NE COLUMBIA BLVD 20904 SMOKEY POINT BLVD 1815 WRIGHT AVE. ASSESSOR'S PARCEL NUMBER : 310-808-003-027-00 PORTLAND, OR 97211 ARLINGTON, WA 98223 LA VERNE, CA 91750 TELEPHONE: (503) 285-7667 TELEPHONE: (909) 596-1351 BUILDINGS ON SITE : 1 LICENSE#: 92778 CIVIL BUILDING ADDRESS : 20904 SMOKEY POINT BLVD ARLINGTON,WA 98223 EXISTING USE : WAREHOUSE PROPOSED USE : WAREHOUSE CODE INFORMATION SHEET INDEX REQUIRED PERMITS : BUILDING AND SAFTEY AND FIRE PERVENTION P APPLICABLE CODES. EXISTING BUILDING HEIGHT: 23'-7" NO. SHEET TITLE 1.) THE 2018 EDITION OF THE INTERNATIONAL BUILDING CODE 1 OF 2 SITE PLAN TYPE OF CONSTRUCTION PER I.B.C.: TYPE II-B 2.) THE 2018 EDITION OF THE INTERNATIONAL MECHANICAL CODE 2 OF 2 FLOOR PLAN SPRINKLERED.: YES z 3.) THE 2018 EDITION OF THE INTERNATIONAL PLUMBING CODE `t J 4.) THE 2018 EDITION OF THE INTERNATIONAL ELECTRICAL CODE NO. ENGINEERING: OCCUPANCY GROUP PER I.B.C.: 0- BUILDING(OFFICE/MANUFACTURING/WAREHOUSE) B AND S-1 Lu 5.) THE 2018 EDITION OF THE INTERNATIONAL FIRE CODE 1 OF 1 STORAGE RACK DETAILS WAREHOUSE F- 6.) NFPA 13 (2016) EDITION NUMBER OF STORIES: 1 STORY 1 STORY OFFCE AREA "' Z N 7.) APPLICABLE ORDINANCES OF THE STATE FIRE MARSHAL LU o00 AREA: OFFICE AREA 3,246 SQ.FT. (7 I.— Q WAREHOUSE AREA 13,008 SQ.FT. Q W W �S HIGH PILE STORAGE AREA 1,200 SO.FT. O O Z C) o co w "tZ J FIRE DEPARTMENT ACCESS ROAD —t UJ N Q ACCESS DOOR ACCESS DOOR V "—- Q ROLL UP DOORS Q - O p 0 W > - _ J ;e U LU m .. — C) Q Q O y a z , -- f— t— ui O a Z Z �o -- W W —.. FfF9LU w w �3 DOOR ROLL UP DOORS ACCESS DOOR 0- ACCESS o 3" — UJI j O 5O Arlington M�tO i s1 a° o ? 0 &S (] �^ `° � CITY OF ARLING BUILDINc of ARTM l' N ?i W a of If W W v/ APPROVED w o w IT & a U 0 a N u- SCOPE OF WORK LL DATE 9�BY o. w FIRE DEPARTMENT ACCESS ROAD UNLESSAPPRovEOBy E NO CHANGES AUTHORIZ.D BUILDIN61NSpECT al a- RECEIVED AUG 16 202 $ r C g � a � F w E VICINITY MAP I by E�hao ed EnhaQ2hanhao Date:9 Zhang202L8.05 , 22— �. 153623 0700' Op rcxeo \$f. SIZE PROJECT' FSSiONn EN D PWP03201 SCALE SHEET I OF 2 FIRE DEPARTMENT HIGH PILE STORAGE NOTES: SCOPE OF WORK, STORAGE INFORMATION+MAXIMUM STORAGE HE EXISTING FIRE HYDRANTS NOTE: HOUSEKEEPING AND MAINTENANCE: THIS PLAN IS INTENDED FOR CONSTRUCTION IT IS HIGH PILED STORAGE DESIGN STORAGE METHOD: RACK STORAGE ACCESSIBLE HYDRANT($)SHALL BE PROVIDED AND LOCATED WITHIN 150 A 5 YEAR SPRINKLER CERTIFICATION IS REQUIRED TO BE CURRENT 3205.1 RACK STRUCTURES.THE STRUCTURAL INTEGRITY OF RACKS SHALL BE MAINTAINED. AND REPORT IN CONJUCTION WITH BUILDING STRUCTURAL PLANS.IT'S PURPOSE IS TO NUMBER OF TIERS: 4 BEAM LEVELS FEET OF ALL PORTIONS OF EXTERIOR WALL ON THE FIRST FLOOR AS 3205.2 IGNITION SOURCES,CLEARANCE FROM THE IGNITION SOURCES SHALL BE PROVIDED ESTABLISH THE STORAGE REQUIREMENTS FOR THE TENANT AND BUILDING WHICH MEASURED IN AN APPROVED ROUTE AROUND THE BUILDING IN CONFORMANCE COMPLIES WITH THE APPLICABLE 2018 INTERNATIONAL FIRE CODE,NFPA 13 2016 EDITION, -MAXIMUM STORAGE HEIGHT: 20'-0"FT.RACK STORAGE WITH CITY STANDARDS. NO IN ACCORDANCE WITH SECTION 305. AND 2018 INTERNATIONAL BUILDING CODE REQUIREMENTS.ANY AND ALL MODIFICATIONS -DEPTH OF RACKS: T-6" ALL PRIVATE FIRE HYDRANT CAPS MUST BE PAINTED IN ACCORDANCE WITH IF ANY HOSE RACKS EXIST,THEY CAN BE REMOVED AND CAPPED OFF AT THE 3205.3 SMOKING.SMOKING SHALL BE PROHIBITED.APPROVED"NO SMOKING"SIGNS SHALL TO THE BUILDING ARE THE SOLE RESPONSIBILITY OF THE OWNERNENANT.THE NORTH COUNTY REGIONAL FIRE AUTHORITY STANDARDS CEILING.A SEPARATE PERMIT IS REQUIRED FOR SUCH WORK, BE CONSPICUOUSLY POSTED IN ACCORDANCE WITH SECTION 310. OWNER/TENANT SHALL OBTAIN A LICENSED CONTRACTOR TO PERFORM SUCH WORK. -FLUE SPACE, 3"TRANSVERSE/6"LONGITUDINAL 3205.4 AISLE MAINTENANCE,WHEN RESTOCKING IS NOT BEING CONDUCTED,AISLES SHALL ALONG WITH THE NECESSARY PERMIT FOR SUCH WORK. -AISLE WIDTHS BETWEEN RACKS: IV FT-9"INCHES MINIMUM REQUIRED FLUE SPACES NOTE: - BE KEPT CLEAR OF STORAGE,WASTE MATERIAL AND DEBRIS.FIRE DEPARTMENT ACCESS CODE REFERENCEa -WIDTH OF INDIVIDUAL BAYS: 96"WIDE BAYS STORAGE,DISPENSING OR USE OF ANY FLAMMABLE AND COMBUSTIBLE LIQUIDS, DOORS,AISLES AND EXIT DOORS SHALL NOT BE OBSTRUCTED,DURING RESTOCKING IFC TABLE 3208,3 SINGLE ROW RACKS FLAMMABLE AND COMPRESSED GASES,AND OTHER HAZARDOUS MATERIALS SHALL OPERATIONS USING MANUAL STOCKING METHODS,A MINIMUM UNOBSTRUCTED AISLE WIDTH -SHELF TYPE: BEAM LOADED OR WIRE MESH DECKS LONGITUDINAL',NOT REQUIRED OF 24 INCHES SHALL BE MAINTAINED IN 48 INCH OR SMALL AISLES,AND A MINIMUM UNOBST- 2018 INTERNATIONAL FIRE CODE -WAREHOUSE AREA: 13,008 SQ,FT.OF WAREHOUSE AREA TRANSVERSE;MINIMUM 3INCHES,VERTICALLY ALIGNED NOT REQUIRED COMPLY WITH IFC REGULATIONS RUCTED AISLE WIDTH OF ONE-HALF OF THE REQUIRED AISLE WIDTH SHALL BE MAINTAINED 20181NTERNATIONAL BUILDING CODE IN AISLES GREATER THAN 48 INCHES DURING MECHANICAL STOCKING OPERATIONS,A NFPA 13 2016 EDITION -WAREHOUSE HIGH-PILE AREA: 1,200 SQ.FT,OF HIGH-PILE STORAGE NOTE• NOTE; MINIMUM UNOBSTRUCTED AISLE WIDTH OF 44 INCHES SHALL BE MAINTAINED IN ACCORDANCE NORTH COUNTY REGIONAL FIRE AUTHORITY STANDARDS FIRE DEPARTMENT FINAL INSPECTION REQUIRED.SCHEDULE ALL INSPECTIONS A KNOX BOXES SHALL BE PROVIDED IN ACCORDANCE WITH NORTH COUNTY REGIONAL FIRE WITH SECTION 3206,10 SMOKE VENT INFORMATION+CALCUL.ATION MINIMUM 48 HOURS IN ADVANCE BY CALLING(360)629-2184 AUTHORITY STANDARDS,LOCATIONS SHALL BE PROVIDED BY PROPERTY OWNER 3205.5 PILE DIMENSION AND HEIGHT LIMITATIONS,PILE DIMENSIONS AND HEIGHT LIMITATIONS PROPOSED HK3H PILE STORAGE COMMODRIES PER TABLE 3206.2 OF IFC(501-2,500 80,FT)HIGH HAZARD COMMODITIES KNOX BOX LOCATION LOCATED IN FRONT ENTRANCE OF OFFICE SHALL COMPLY WITH SECTION 3207.3 GROUP A PLASTIC COMMODITIES:PER IFC TABLE 3203.8 ALL SMOKE AND HEAT VENTS ARE NOT REQUIRED FOR HIGH PILE STORAGE NOTE- 3205,6 DESIGNATION OF STORAGE HEIGHTS.WHERE REQUIRED BY THE FIRE CODE OFFICIAL,A VARIOUS UNEXPANDED GROUP A PLASTICS INCLUDING CLASS WV COMMODITIES WHEN HIGH PILE STORAGE AREA DOES NOT EXCEED 2,500 SQUARE FEET FIRE APPARATUS ACCESS ROADS SHALL BE UNOBSTRUCTED.ACCESS GATES VISUAL METHOD OF INDICATING THE MAX.ALLOWABLE STORAGE HEIGHT SHALL BE APPROVED COMMODITY:COMMERCIAL TRUCK&TRAILER PARTS INCLUDING ENGINES,SUSPENSION, IN STORAGE AREA,STORAGE AREA WAS CALCULATED USING 8'-0"BEYOND NOTE: SHALL BE APPROVED PRIOR TO INSTALLATION AND SHALL BE IN COMPLIANCE THERE WILL NOT BE ANY FIRE SPRINKLER ALTERATIONS TO THE EXISTING FILTERS AND BODY PARTS STORED IN PARTITIONED CARDBOARD BOXES, THE STORAGE RACKS IN ACCORDANCE WITH IFC 3208.3.1 3205.7 ARRAYS.ARRAYS SHALL COMPLY WITH SECTION 3207.4 WITH 2O18 IFC 504 AND NORTH COUNTY REGIONAL FIRE AUTHORITY STANDARDS PLACED ON WOOD PALLETS.SHRINK WRAPPED FOUR SIDES(NON, BULDNdG ACCESS SPRINKLER SYSTEM AT THIS TIME,IF ANY ALTERNATIONS ARE TO BE PERFORMED 3205.8 FLUE SPACES,FLUE SPACES SHALL COMPLY WITH SECTION 3208.3 ENCAPSULATED),PLACED ON RACKS TO A HEIGHT OF 20'.0" A SEPARATE PERMIT WILL NEEDED TO PERFORM SUCH WORK PER TABLE 3208.2 OF IFC(2,501-300,000 SD.FT)HIGH HAZARD COMMODITIES NOTE' FIRE SPRINKLER DESIGN BUILDING ACCESS IS NOT REQUIRED(SEE PLAN FOR ACCESS ROAD AND DOORS) AUTOMATIC FIRE SPRINKLER SYSTEMS AND ALL CONTROL VALVES SHALL BE Np�; APPROVED STORAGE LAYOUT PLACARD MONITORED BY A U.L.LISTED CENTRAL ALARM STATION OR BE SUPERVISED PER PER IFC 3201.3.2 A FLOOR PLAN,OF LEGIBLE SIZE,SHALL BE PROVIDED,MOUNTED THE EXISTING SPRINKLER SYSTEM IS A 15 PSI EARLY SUPPRESSION FAST RESPONSE CURTAIN BOARD INFORMATION 2018 IFC CHAPTER 9,A SEPARATE PLAN SUBMITTAL IS REQUIRED FOR THE THIS REVIEW DID NOT INCLUDE ANALYSIS I F ANY FLAMMABLE LIQUIDS AR ON A WALL AND PROTECTED FROM DAMAGE.THE FLOOR PLAN SHALL BE MOUNTED SYSTEM(ESFR)WITH ESFR K-25.2 HEADS INSTALLATION OF THE MONITORING SYSTEM. HAZARDOUS MATERIALS TO BE PRESENT.IF THERE ARE TO BE ANY HAZARDOUS SPRINKLER HEAD TEMPERATURE RATING:165'F PER TABLE C32D3.2URTAINS OF IFC T RE-REQUIRED 0 SO.FT)HIGH HAZARD COMMODITIES MATERIALS PRESENT IN EXCESS OF EXEMPT AMOUNTS,THE APPLICANT MUST PROVIDE IN AN APPROVED LOCATION DRAFT CURTAINS ARE NOT REQUIRED A LETTER IDENTIFYING THE MATERIALS TO BE STORED ANDIOR USED AND RETURN RACK STORAGE: FIRE DETECTION SYSTEMS NOTE EXIT DOORS$HALL BE OPENABLE FROM THE INSIDE WITH OUT THE USE OF A KEY IT TO THE FIRE DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO INTRODUCTION OF DEAD END AISLES: NFPA 13(2016)EDITION TABLE 17.3.3.1 ESFR(GROUP A PLASTICS STORAGE) OR ANV SPECIAL KNOWLEDGE OR EFFORT,DOORS$HALL NOT BE PROVIDED WITH SUCH MATERIALS INTO THE BUILDING. PER SECTION 1020.4 WHERE MORE THAN ONE EXIT OR EXIT ACCESS DOORWAY IS REQUIRES AN ESFR SYSTEM WITH A MINIMUM OPERATING PRESSURE O 15 PSI PER TABLE 3206.2 OF IFC(2,501-T REQUIRED SQ,FT)HIGH HAZARD COMMODITIES THUMB-TURN LOCKS OR DEADBOLTS THAT DO NOT UNLATCH IN TANDEM WITH THE REQUIRED,THE EXIT ACCESS SHALL BE ARRANGED SUCH THAT THERE ARE NO AFIRE DETECTION SYSTEM IS NOT REQUIRED UTILIZING K-25.2 HEADS WITH A MAXIMUM STORAGE HEIGHT OF 20'-0"TOP NORMAL OPERATING LEVEL,THE OPENING FORCE FOR INTERIOR DOORS WITHOUT AISLES DEAD END IN CORRIDORS MORE THAN 20 FEET IN LENGTH. STORAGE AND A MAXIMUM CEILING HEIGHT OF 26-0" COLUMN FIRE SPRINKLER PROTECTION CLOSER SHALL NOT EXCEED 5 POUNDS THE UNLATCHING AND OPENING FORCE MINIMUM 44"WIDE AISLES REQUIRED FOR HIGH PILED STORAGE IN SPRINKLER 4 FOR OTHER DOORS SHALL NOT EXCEED 15 POUNDS 20181.B.C.1010. BUILDINGS PER 3206.10.1.1 EXCEPTION#2:IN OCCUPANCIES IN GROUPS"S"WHERE THE BUILDING IS EQUIPPED THIS SPRINKLER SYSTEM ALLOWS FOR RACK STORAGE UP TO 20'-0" PER NFPA 13(2016)16.1.4,1(4) NOT REQUIRED:WHEN(ESFR)EARLY SUPPRESSION FAST RESPONSE SPRINKLER NOTC THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH OR WITHIN 36"OF SPRINKLER HEADS,WHICHEVER IS LESS FOR THE SECTION 903 THE LENGTH OF THE DEAD-END CORRIDORS SHALL NOT EXCEED SYSTEMS IS PROTECTING THE HIGH PILE STORAGE AREAS AND STEEL COLUMNS FOLLOWING COMMODITIES: ALL EXTERIOR ACCESS DOORS SHALL BE 6'-B"X 3'-0"MAN DOORS WITH ACCESS DOORS 50 FEET.OCCUPANCY NCY FOR THIS BUILDING IS S(WAREHOUSE) -CLASS I-IV AND GROUP A PLASTIC COMMODITIES,NON-ENCAPSULATED FIRE EXTINGUISHERS ONE MOTION HARDWARE ACCESSIBLE FROM INSIDE AND OUTSIDE.ALL ACCESS PER IFC 3206.7.4 FIRE DEPARTMENT ACCESS DOORS SHALL BE LABELED ON THE SIGN:-COMMODITIES STORED ON CONVENTIONAL PALLETS DOORS TO HAVE EXTERIOR LEVER HARDWARE AND ABLE TO OPEN FROM OUTSIDE. EXTERIOR SIDE WITH THE FOLLOWING SIGN OR OTHER APPROVED SIGN: -C -COM O DIT COMMODITIES PORTABLE FIRE EXTINGUISHERS SHALL BE PROVIDED IN ACCORDANCE WITH FIRE DEPARTMENT ACCESS DOOR 2018 IFC SECTION 906 AND NORTH COUNTY REGIONAL FIRE AUTHORITY DO NOT BLOCK -NO OPEN TOP CONTAINERS NO STANDARDS FOR EXTRA HAZARD.FIRE EXTINGUISHERS SHALL BE A MINIMUM THE LETTERING SHALL BE IN A CONTRASTING COLOR TO THE BACKGROUND.LETTERS SHALL -NO SOLID SHELVES 4A:60B',C MAXIMUM TRAVEL DISTANCE SHALL NOT EXCEED 75 FEET A IFC PERMIT IS REQUIRED FOR HIGH PILE STORAGE.THIS PERMIT WILL BE HAVE A MINIMUM HEIGHT OF 21NCHES(51MM)WITH MINIMUM STROKE OF 3I8 INCH(10MM) WAREHOUSE INFORMATION ISSUED BY A NORTH COUNTY REGIONAL FIRE AUTHORITY INSPECTOR. OCCUPANCY TYPE:B(OFFICE),S-1(WAREHOUSE/STORAGE) IDLE PALLET STORAGE CONSTRUCTION TYPE:TYPE II-B IDLE PALLET STORAGE IS ALLOWED,BUT CANNOT EXCEED 6'-0"IN HEIGHT NOTE, FIRE SPRINKLERS:FULLY SPRINKLED AND UP TO 4 STACKS WITHIN A PILE.STACKS MUST BE SEPARATED BY FIRE DEPARTMENT CONNECTIONS AT FRONT OF PROPERTY,AND IS EQUIPPED BUILDING HEIGHT:23'-7" A MINIMUM OF 8'-0" WITH A 6"FDC WITH(1)4"AND(2)2-1/2'FEMALE SWIVEL CONNECTIONS. O O H F— N ACCESS DOOR ROLL UP DOORS ACCESS DOOR Z ° Q 0- o Z O � o 0 w "tz W U 0 _( J 0) I— N Q V 44" t = H Dx CD i 240" 54" e_ Lu o 0 x TOP OF ui 7 UPRIGHT O oO L) 54" w W o LU cWn o IL w 0 N S oS LLU¢ M0 in N O=�SU1c2 �a� M �H T 54„ �w¢a;¢ & s I H H I I w Z & a WdU1-00 a�� U. o cLEaa? zw �a Lz I H 96 E42" > a ACCESS DOOR ROLL UP DOORS ACC SS DOOR 1 3., I I SELECTIVE RACKING TYPE A n 15-11" oFo 9Hq"c - 2' fiPl► w CV J O 11'-9" En h a 0 Digitally signed zlazzio o ff by Enhao Zhang R`°48TEPE a J O 7'-10" 1' Date:2024.08.IDS A ��E u O Q Z h d n g 15:36:32-07'00. A U SIZE PROJECT► 28'9" --18'- 17' 17' -18'-- --22'-6"--- - - 61'-Z' L ° PWP03201 SCALE I SKEET 2 OF 2 _ 1 2 GENERAL PROJECT NOTES 3 //\ 2, SEISMICDESIGND PER SS=RE0fi3NSs oU 380EFA 2018 12 0 FVCE 7Q-25 SECTION 15 5 3&2012 RMI RACK DESIGN MANUAL / _-._._.__..... ...._....._.___—_...._....—. j GENERAL RACK INFORMATION 3. SSITE TORAGESCAPACITYULT SEISMIC DESIGN CATAG 488,OCCUPANCY CATAG.it IP 1 0(NO PUBLIC ACCESS)SDS-0 850,S01-0 d D I II 1/2" / / TYPE A=-6000 LBS PER LEVEL TYP. �--->�3/4" iI /L."�J1Jl/�/':jjL/-•'?.T�.d ., ._..-i � 4. ANCHORS:HILTI KWIKBOLT TZ2 ESR#4268,OR POWERS SD2 ESR#2502 ..,--.._ - ..._ _._-...-.r...—__ _.-._. L...J \\ --.\ \ HORI2. ,COLUMN 50 FT L 3 114 MIN EMB TII K TZ2) N I'i' SO FT-BS TORQUE H WIKBOLT 40FT-UBS TORQUE S SD2) / D I I_J C C. /16"/1.1/2"'TMP' v ,/1 1/2" \\ \ ROW ' 5, PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION,ANCHORS SHALL BE INSTALLED W COLUMN �{ / _ _ (4)ANCHORS PER BASE PLATE, I .Y \ BRACE\ BEAM .:a SPAC i i ----- ER/ r an�Y-` P• PER]CC ESR#4266 Rom. %f ! �z� 6. EXISTING S.O.G.CONCRETE THICKNESS&COMPRESSIVE STRENGTH,S"X 3500 PSI 1/2 p 7. SOIL BEARING PRESSURE 750 PSF, �t ... I G % 8. ALL RACK INSTALLATIONS AND --'"���--itl � '"-"" CONNECTOR 0 S RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN i I 1 ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE >-1/4" AL INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR,LEGIBLE PRINT. . ELECTRODE OR BETTER.NO FIELD WELDING P j 6 L BOLTS GR,5 OR BETTER INSTALL TO SNUG TIGHT FIT OR BETTER E \ BRACE--' 10 ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX hhh DIAG RFORMED,SPECIAL INSPECTION IS REQUIRED ONLY FOR ANY FI WELDING. ELD 2 __-BASE 11.THE CLEAR SPACE BELOW SPRINKLERS SHALL gE A MIN.OF 18"BETWEEN TOP OF THE STORAGE AND THE Lu PLATE& CEILING SPRINKLER DEFLECTOR. Q 1 ANCHOR 2,THE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD,UNDAMAGED CONDITION.THE k--- -- 10 ---" --- PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION DEFICIENCIES OR IRREGULARITIES.IT IS THE NOTES: - - -- - RESPONSIBILITY OF THE OWNER,USER,PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO l l USE @ ALL HANNIBAL NOTIFY SED,INC IN WRITING,OF ANY DAMAGE,DEFICIENCIES OR IRREGULARITIES. v COLUMN/BASE LOCATIONS TYP. _ _ 13.IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER OF THE COMPONENTS SHOWN HEREIN TO NOTIFY BED, DESCRIPTION BASE PLATE:10"x 10' DESCRIPTION COLUMN:HMH IF 3011 DESCRIPTION BRACING.HORIZ.S DIAG. INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE.THIS INCLUDES SUCH OCCURRENCES 9 USE C ALL HANNIBAL BRACE N OT A D E P I CTI O N O F T H I S PROJECT SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM FORKLIFT OR HEAVY MACHINERY,IMPACT FROM — -- MATERIAL f 1/2"THICK PLATE I'�, MATERIAL 11 GAGE THK -__ �,MATERIAL 16 GAGE STEEL NOTES: - DROPPED LOADS ON THE SYSTEM,DAMAGE TO SYSTEMS BY IMPROPER USE OR INSTALLATION,ETC,THE USER STEEL YIELD I ASTM A36,Fy=36,000 PSI STEEL YIELD ASTM A570,Fy 55,,000 PSI STEEL YIELD ASTM A570,Fy=55,000 PSI LOCATIONS TYP OF THE PRODUCT MUST NOTIFY SED,INC IN WRITING SHOULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE � M. .........._ _..____LL._.._- i_.... .......... r- ..... _-----------7 PRODUCT SHOWN HEREIN.IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER TO MAINTAIN THE SAFETY m _^ AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN, _ 4 `' 14.IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN TO REPAIR OR �xT ................ -- - - REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT. cz It 15.THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER - TYP OPERATIONAL,HOUSE KEEPING AND MAINTENANCE PROCEDURES,BUT NOT LIMITED TO THE FOLLOWING: 1 11/16' 3I16 V A.PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF OVERALL RACK SYSTEMS, 0 " B.REGULARLY INSPECT FOR DAMAGE,IF DAMAGE IS FOUND,IMMEDIATELY UNLOAD THE AFFECTED AREA AND (il --1 3/4 --1 $E�LA7E_._ _ F.F. _ r -- - a`Y� L -`- - �-- ���� BA I REPLACE OR REPAIR ANY DAMAGED COLUMNS,BEAMS OR OTHER STRUCTURAL COMPONENTS, C REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD SAFE OPERATING CONDITION 4/ 6 II CIC� D.ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED 1 - AND STABLE POSITION. n� O L E.REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE, O() F.PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION,INCLUDING THE TOP MOST POSITION,UNLESS THE RACK t� ( N7 3E G./Q SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING MIN EMBED. N THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE TO THE �) U " I STORAGE RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR HEAVY MACHINERY ARE IN USE z -r 6/16'0 I SAFETY PIN HEAVYI �� 2n If�':I NN ddd _ � � I H.ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN LY CONFIGURATION. � Q WA 7116"0cR. 3 3/16" -1/2 Digitally signed �a,,fa SNNc 55 RIVET TYP. by Enhao 3/16" j NOTES: E n h a 0 Zhang CONFIRM O.A.L.OF ANCHORS WITH INSTALLER TO Date: E+EE�767 a) REQUIREDENSURE EMBEDMENT IS OBTAINED. ce018.'E _.__ Zhang 15:36:3.0 - � --- _..... ----- _--.--------------- 15.36:43.0T00' IONALe�' DESCRIPTION 3-PIN CONNECTOR DESCRIPTION 5"BEAM(HMH#50160) DESCRIPTION HILTI KWIKBOLT TZ2 ANCHOR _. NOTES: NOTES: ---------- —— MATERIAL 7 GAGE NOTES. MATERIAL i6 GAGE . USE @ALL HANNIBAL BEAM LOCATIONS SIZE 1/2"0 x 3-1/4"MIN.EMBED. SEE NOTE#4 ABOVE FOR ANCHOR ' USE<c,�ALL HANNIBAL BEAM TO COLUMN STEEL YIELD ASTM A570,Fy=55,000 PSI CONNECTION LOCATIONS TYP. _— — _1 STEEL YIELD I ASTM A570,,Fy=55,000 PSI TYP.__ ESR# 4266 SPECS. 0 w Z rn L a. :) � 2 Q O OF Ul 2 U J Lyoa L CV SEE ATTACHED ZIGLIFT DWG. N FOR STORAGE RACK ELEVATIONS a Y, Jos NO. 24-0710 7 SHEET NO. ----- --.._ .. _.... _......._...------- - -._ . .._._ SED 1 OF 1 DESCRIPTION STORAGE RACK ELEVATIONS j Structural Engineering Urm""kesign , n c . 1815 Wright Ave La Verne,CA 91750 Phone:909.596.1351 Fax:909.596.7186 Project Name : TEC EQUIPMENT t��oPO sHti"c Project Number : 24-0710-7 '0 21022747 RFGISTERE� Date : 08/05/24 �SSONAt- Street Address: 20904 SMOKEY POINT BLVD City/State : ARLINGTON, WA 98223 I Scope of Work : STORAGE RACK i Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: TEC Equipment Project#:24-0710-7 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 ........................................................................................... I type I select-Tec.xls Page .z of (✓ 8/2/2024 e Structural i Engineering & Design Inc. i 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186 By: Bob S Project: TEC Equipment Project#:24-0710-7 i Design Data 1)The analyses herein conforms to the requirements of the: Y q 2021 IBC Section 2209 ANSI MH 16.1-2012 Spec/Ocatlons for the Design oflndustr/al Steel Storage Racks'2012 RMI Rack Des/gn Manual" ASCE7-16,section 15.5.3 2)Transverse braced frame steel conforms to ASTM A570,Gr.55,with minimum strength,Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570,Gr.55,with minimum yield,Fy=55 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 than those supervised by a licensed deputy inspector. 5)The existing slab on grade is 8"thick with minimum 3500 psi compressive strength.Allowable Soil bearing capacity is 750 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 A - e I onwmtal Dam r .tu tl Race Fita�a-� i NPt u Base Pteand A hors �} Rkrml Beam vl Ft Lend, Wit, Fret View.[o n.Ab (Lonaitudmai):France aran,A.a isle (Ttamerse I Frames i I i I i type I 5elect-Tec.A5 Page 'a of (3 8/2/2O24 Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: TEC Equipment Project#:24-0710-7 Configuration&Summary:Type A Selective Rack �r **RACK COLUMN REACTIONS 44" 48" A A LOADS AXIAL DL= 80/b AXIALLL= 12,000/b 48" SEISMICAXIAL Ps=+/- 10,0231b 54" SASEMOMENT= 8,000 in-lb 240" -1— 240" 48" 54" + 48" 54" 3'61I" �-- 96" f 42° 4 Seismic Criteria #Bm Lvls I Frame Depthl Frame Heightl #Diagonals I Beam Length Frame Type Ss=1.063,Fa=1.2 4 42 in 240.0 in 1 5 96 in Component Description STRESS Column F =55 ksi Hannibal IF3011-3x3xllga P=12080 lb,M=25660 in-lb 0.91-OK Column&Backer None None None N/A Beam F =55 ksi HMH 50160/5"Face x 0.057"thk Lu=96 in Capacity:6500 Ib/pr 0.92-OK Beam Connector F =55 ksi Lvl 1: 3 pin OK Mconn=17228 in-lb Mcap=19706 in-lb 0.87-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2xl-1/2xl6ga 0.47-01K Brace-Diagonal Fy=55 ksi Hannibal 1-1/24-1/2xl6ga 0.72-OK Base Plate Fy=36 I<si 10x10x1/2 Fixity=8000 in-lb 0.63-OK Anchor 4 per Base 0.5"x 3.25"Embed Hilt!TZ ESR 4266 Inspection Reqd(Net Seismic Uplift=9640 lb) 0.942-OK Slab&Soil 8"thk x 3500 psi slab on grade. 750 psf Soil Bearing Pressure 0.47-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace I Transv Longit. Axial Moment Moment Connector 1 6,000 lb 54.0 In 36.0 in 352 lb 135 lb 12,080 lb 25,660 "# 17,228 "# 3 pin OK 2 6,000 lb 54.0 in 48.0 in 7041b 269 lb 9,060 lb 16,004 "# 12,578 "# 3 pin OK 3 6,000 lb 54.0 in 48.0 in 1,055 lb 404 lb 6,040 lb 12,373 "# 8,952 "# 3 pin OK 4 6,000 lb 44.0 in 48.0 in 1,342 lb 513 lb 3,020 lb 5,643 "# 4,621 "# 3 pin OK 48.0 in **Load defined as product weight per pair of beams Total: 3,453 lb 1,320 lb Notes type I select-Tec,xls Page ( of /3 8/2/2024 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel' 909 596.1351 Fax: 909 596 7186 By: Bob S Project: TEC Equipment Project#:24-0710-7 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 7-16 sec 15.5.3 SS= 1.063 Transverse(Cross Aisle)Seismic Load S1= 0.380 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) vt Fa= 1.200 Cs1= Sds/R Fv= 1.925 = 0.2126 Cs-max*Ip= 0.2126 Sds=2/3*Ss*Fa= 0.850 Cs2= 0.044*Sds Vmin= 0.015 _ Sd1=2/3*S1*Fv= 0,488 = 0.0374 Eff Base Shear=Cs= 0.2126 Transverse Elevailon Ca=0.4*2/3*Ss*Fa= 0.3402 Cs3= 0.5*SI/R Ws= (0.67*PLRFt *PL)+DL(RMI 2.6.2) (-transverse,Braced Frame Dir.)R= 4.0 = 0,0475 = 16,240 Ib Ip= 1.0 Cs-max= 0.2126 Vtransv=Vt= 0.2126* (160 Ib+ 16080 Ib) PRFi Base Shear Coeff=Cs= 0,2126 Etransverse 3,453 Ib Pallet Height=hp= 48.0 in Limit StatesLeveiTransverseseismicshearperupright DL per Beam LvI= 40 lb Level PRODUCT LOAD P P*0.67*PRFI DL hi wi*hi A Fi*(hi+hp/2) 1 6,000 Ib 4,020 Ib 40 Ib 54 in 219,240 351.8 Ib 27,440-# 2 6,000 Ib 4,020 Ib 40 Ib 108 in 438,480 703.6 Ib 92,875-# 3 6,000 lb 4,020 lb 40 lb 162In 657,720 1,055.4lb 196,304-# 4 6,000 Ib 4,020 Ib 40 Ib 206 in 836,360 1,342.1 Ib 308,683-# sum: P=24000lb 16,080lb 160 lb W=16240lb 2,151,800 3,453lb 7-=625,303 Longitudinal(Downaisle)Seismic Load Similarly for longitudinal seismic loads,using R=6,0 Ws= (0.67*PLRF2*P) +DL PRF2= 1.0 E 0 0 CS1=Sd1/(T*R)= 0.0813 = 16,240 Ib (Longitudinal,Unbraced Dir.)R= 6,0 Cs2 0.0374 Cs=Cs-max*Ip= 0,0813 T= 1.00 sec Cs3= 0.0317 Viong= 0.0813 * (160 Ib+ 16080 lb) Cs-max= 0,0813 FElongitudlinal= 1,320 Ib Lim/t States ievvRongit seisnticshearpernpright Level PRODUC LOAD P P*0.67*PRF2 DL hi wi*hi FI Frott}View 1 6,000 Ib 4,020 Ib 40 Ib 54 in 219,240 134.5 Ib 2 6,000 lb 4,020 lb 40 lb 108In 438,480 269.0lb 3 6,000 lb 4,020 Ib 40 Ib 162 in 657,720 403.5 Ib 4 6,000 Ib 4,020 Ib 40 Ib 206 in 836,360 513.1 Ib sum: 16,080lb 160 lb W=16240lb 2,151,800 1,3201b type I select-Tec,xis page Of 13 5/2/2024 Structural i Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91760 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: TEC Equipment Project#:24-0710-7 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 lypkal franve Inade Vlong= 1,3201b Tributary area of two columns Vcol=Vlong/2= 660 Ib of rack Name 1 ----- F1= 135 Ib ,.,, . Typical Frame made F2= 269lb oftwo Columns F3= 404 Ib KI E RE:Ea ��0 - -. •If' ......... - i0 © 0,0 O,� i Top Vie I� 96" �I -' Front View S,.J_jc e Vie Seismic Story Moments Conceptual System C01 Mbase-max= 8,000 in-lb <=_=Default capacity hi-eff= hi-beam clip height/2 �— Mbase-v= (Vcol*hieff)/2 = 51 in Vcol = 16,830 in-lb <__=Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v h2 = 8,000 in-lb M 1-1= [Vcol*hieff]-Mbase-eff M 2-2= [Vcol-(Fl)/2] *h2 = (660 Ib*51 in)-8000 in-lb = [660 Ib- 134.5 Ib]*54 in/2 = 25,660 in-lb = 16,004 in-lb h1 h1leff - Mseis= (Mupper+Mlower)/2 Beam to Column Elevation Mseis(1-1)= (25660 in-lb+ 16004 in-lb)/2 Mseis(2-2)= (16004 in-lb+ 12373 in-lb)/2 = 20,832 in-lb = 14,189 in-lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 54 In 12,080 Ib 25,660 in-lb 20,832 in-lb 3,780 in-lb 17,228 in-lb 3 pin OK 2 54 in 9,060 Ib 16,004 in-lb 14,189 in-lb 3,780 in-lb 12,578 in-lb 3 pin OK 3 54 in 6,040 Ib 12,373 in-lb 9,008 in-lb 3,780 in-lb 8,952 in-lb 3 pin OK 4 44 in 3,020 Ib 5,643 in-lb 2,822 in-lb 3,780 in-lb 4,621 in-lb 3 pin OK Mconn= (Mselsmic+Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 19,706 in-lb **all moments based on limit states level loading type I select-Tec,xls Page G of 73 8/2/2024 u Structural En ineerin & 9 �esi n I nc. � 9 9 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186 By: Bob S Project: TEC Equipment Project#:24-0710-7 Column(Longitudinal Loads) Configuration:Type A Selective Rack Section Properties Section: Hannibal IF3011-3x3xiiga 3.000in Aeff= 0.997 inA2 Iy= 1,110 inA4 Kx= 1.7 x Ix= 1.698 inA4 Sy= 0.732 inA3 Lx= 51.5 in Sx= 1.132inA3 ry= 1.055in Ky= 1.0 y_._.r 3,000in rx= 1.305 in Fy= 55 ksi Ly= 36.0 in W.120 in Qf= 1.67 Cmx= 0.85 Cb= 1.0 E= 29,500 ksi It �0.75 in Loads Considers loads at level 1 COLUMN DL= 80 lb Critical load cases are.RMI Sec 2.1 COLUMN PL= 12,000 lb Load Case 5,•;(1+0.105*Sds)D+0.75*(1,4+0,14Sds)*B*P+0,75*(0.7*rho*E)<=1.0,ASD Method Mcol= 25,660 in-lb axial load coeff,- 0,7975044*P seismic moment coeff. a5625*Mcol Sds= 0.8504 Load Case 6,•:(1+a14*Sds)D+(0.85+0,1456s)*8*P+(0,7*rho*E)<=1.0,ASD Method 1+0.105*Sds= 1.0893 axial loadcoeff.• 0,67634 seismic momentcoeff.• 0.7*Mcol 1.4+0.14Sds= 1.5191 By analysis,Load case 6 governs utilizing loads as such 1+0.14Sds= 1,1191 0.85+0.14*Sds= 0,9691 Axial Load=Pax= 1.119056*80 ib+0.969056*0.7*12000Ib Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 8,230 Ib = 0.7* 25660 in-lb rho= 1.0000 = 17,962 in-lb Axial Analysis KxLx/rx= 1.7*51.5"/1.305" KyLy/ry= 1*36"/1.055" Fe > Fy/2 = 67A = 34.1 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*64.7 ksi)] Fe= nA2E/(KL/r)max^2 Fy/2= 27.5 ksi = 43.3 ksi = 64.7ksi Pa= Pn/4c Pn= Aeff*Fn Qc= 1.92 = 43180 Ib/1.92 = 43,180lb = 22,489lb P/Pa= 0.37 > 0.15 Bending Analysis Check: Pax/Pa +(Cmx*Mx)/(Max*px) 5 1.0 P/Pao+Mx/Max 5 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.997 inA2*55000 psi = 54835lb/1.92 = 1.132 inA3*55000 psi = 54,835 lb = 28,560 lb = 62,260 in-lb Max= My/Qf Pcr= nA2EI/(KL)maxA2 = 62260 in-Ib/1.67 = nA2*29500 ksi/(1.7*51.5 in)A2 = 37,281 in-lb = 64,498 Ib px= {1/[1-(S2c*P/Pcr)])A-1 = {1/[1-(1.92*8230lb/64498 Ib)])A-1 = 0.76 Combined Stresses (8230 Ib/22489 lb)+(0.85*17962 in-Ib)/(37281 in-Ib*0.76) = 0.91 < 1.0,OK (EQ C5-1) (8230 Ib/28560 lb) +(17962 in-Ib/37281 in-lb) = 0.77 < 1.0,OK (EQ C5-2) **For comparison,total column stress computed for load case 5 is, 86,0% in4 loads 9657.19616lb Axial and M= 13471 in-lb type I select-Tec.xb Page 7 of l3 8121202.4 r. i Structural Engineering ',& Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596,1351 Fax: 909.596,7186 By: Bob S Project: TEC Equipment Project#: 24-0710-7 BEAM Configuration:Type A Selective Rack DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 in A)Check compression for local buckling(62.1) rl.75 in w= c-2*t-2*r = 1.75 in-2*0.057 in-2*0.057 in = 1.522 in 1.625 in vu/t= 26.7 1=lambda= [1.052/(k)-0.5] * (w/t)*(Fy/E)-0.5 Eq.B2.1-4 _ [1.052/(4)^0.5] *26.7*(55/29500)-0.5 5.000 in = 0.606 < 0.673, Flange is fully effective Eq. B2.1-1 0.057 in B)check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 51.31 ksi f2(tension)= Fy*(yl/y2)= 103.08 ksi Y= f2/fl Eq. B2.3-5 Beam= HMH 50160/5"Face x 0.057"thk = -2.009 Ix= 2.620 in^4 k= 4+2*(1-Y)^3+2*(1-Y) Eq. B2.3-4 Sx= 1.004 in^3 = 64.51 Ycg= 3.300 in flat depth=:w= yl+y3 t= 0.057 in = 4.772 In w/t= 83.71929825 OK Bend Radius=r= 0.057 in 1=lambda= [1.052/(k)^0.5] *(w/t) *(fl/E)^0.5 Fy=Fyv= 55.00 ksi _ [1.052/(64.51)^0.5] *4.772*(51.31/29500)^0.5 Fu=Fuv= 65.00 ksi = 0.457 <0.673 E= 29500 ksi be='w= 4.772 in b2= be/2 Eq B2.3-2 top flange=b= 1.750 in bl= be(3-Y) = 2.39 In bottom flange= 2.750 in = 0.953 Web depth= 5.('^^'^ Fy bl+Ih2= 3.343 in > 1.586 in,Web is fully effective f1(comp) Determine effect of cold working on steel yield point(Eya)per section A7.2 Fya= C*Fyc+(I-C)*Fy (EQ A7.2-1) Lcorner=JLc= (p/2)*(r+t/2) yz 0.134 in C= 2*Lc/(Lf+2*Lc) Lflange-top='Lf= 1.522 In = 0.150 in y3 m= 0.192*(Fu/Fy)-0.068 (EQ A7.2-4) depth = 0.1590 Bc= 3.69*(Fu/Fy)-0.819*(Fu/Fy)"2-1.79 (EQ A7.2-3) = 1.427 since fu/I;v= 1.18 < 1.2 Ycg y1 and r/t= 1 < 7 OK t f2(tenslon) then Fyc= Bc*Fy/(R/t)-m (EQ A7.2-2) = 78.485 W Thus, Fya-top= 58.52 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth-Ycg) yl= Ycg-t-r= 3.186 in = 113.59 ksi (tension stress at bottom) y2= depth-Ycg= 1.700 in Check allowable tension stress for bottom flange y3= y2-t-r= 1.586 in Lflange-bot=Llfb= Lbottom-2*r*-2*t = 2.522 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.096 Fy-bottom=Fyb= Cb*Fyc+(1-Cb)*Fyf = 57.26 ksl Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.50 ksi if F= 0.95 Then F*Mn=F*Fya*Sx= 28.13 in-k Structural Engineering & Design Inc. u = 1815 Wright Ave La Verne, CA 91750 Tel: 909 596 1351 Fax: 909 596 7186 By: Bob S Project: TEC Equipment Project#: 24-0710-7 li BEAM Configuration:Type A Selective Rack RMI Section 5.2, PT II Section Beam= HMH 50160/5"Face x 0.057"thk Ix=Ib= 2.620 in^4 2.75 in Sx= 1.004 in^3 t= 0.057 in E= 29500 ksi r1.75 in Fy=Fyv= 55 ksi F= 300.0 j Fu=Fuv= 65 ksi L= 96 in Fya= 58.5 ksi Beam Level= 1 1.625 in P=Product Load= 6,000 lb/pair D=Dead Load= 40 lb/pair 5.000 in 0.057 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 RM72.2,item 8 FOR DL=2%of PL, W= 1.599 Rm= 1-[(2*F*L)/(6*E*Ib+3*F*L)] 1-(2*300*96 in)/[(6*29500 ksi*2.62 In^3)+(3*300*96 in)] " = 0.895 If F= 0.95 P�=dVzt Then F*Mn=F*Fya*Sx= 55.81 in-k Thus,allowable load - per beam pair=W= F*Mn*8*(#of beams)/(L*Rm*W) @' = 55.81 in-k*8* 2/(96in *0.895 * 1.599) Length = 6,500 Ib/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 _ (6500 I15/2)*96 in*(1-0.895)/8 = 4,095 in-lb @ 6500 lb max allowable load = 3,780 In-lb @ 6000 lb imposed product load 2.Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1-(4*F*L)/(5*F*L+ 10*E*Ib) Allowable Deflection= L/180 = 1-(4*300*96 in)/[(5*300*96 in)+(10*29500 ksl*2.62 in^4)] = 0.533 in = 0.874 in Deflection at imposed Load= 0.492 in if Dmax= L/180 Based on L1180 Deflection Criteria and Dss= 5*W*L^3/(384*E*Ib) L/180= 5*W*L^3*Rd/(384*E*Ib*#of beams) solving for W yields, W= 384*E*I*2/(180*5*L^2*Rd) = 384*2.62in^4*2/[180*5*(96in)^2*0.874) = 8,188 Ib/pair allowable load based on deflection limits Thus,based on the least capacity of item 1 and 2 above: Allowable load= 6,500 lb/pair Imposed Product Load= 6,000 lb/pair Beam Stress= 0.92 Beam at Level I 0'•Z Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel 909 596 1351 Fax: 909 596 7186 By: Bob S Project: TEC Equipment Project#: 24-0710-7 3 Pin Beam to Column Connection Type A Selective Rack e beam end moments shown herein show the result ot the maximum induced tixeciend monen s form seism c+s a is loads and the code mandated minimum value of 1.5%(DL+PL) P1 Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho rho T1,900. = 17,228 in-lb Load at level 1 2" P2 z° P3 1/2" 12' Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 In)^2*Pi/4 = 0.15071n^2 Pshear= 0.4*Fy*Ashear = 0.4*55000 psi *0.1507in^2 = 3,315 lb Bearing Capacity of Pin tcol= 0,120 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha*Fu*diam*tcol/Omega = 2.22*65000 psi*0.438 in*0.12 in/2.22 = 3,416lb > 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3 tclip= 0.18 in Sclip= 0.127 in^3 = P1+Pi*(2.5"/4.5")+P1*(0.5"/4.5') = 1.667*Pi Mcap= Sclip*Fbending C*d= Mcap= 1.667 d= E/2 = 0.127in^3*0.66*Fy = 0.50in = 4,610 in-lb Pclip= Mcap/(1.667*d) = 4610.1 in-Ib/(1.667*0.5 in) Thus, P1= 3,315 lb = 5,531 lb Mconn-allow= [Pl*4.5"+Pl*(2.5"/4.5")*2.5"+P1*(0.511/4.5")*0.511] = 3315 L13*[4.5"+(2.5"/4.511)*2.5"+(0.5"/4.5")*0.5111 = 19,706 in-lb > Mconn max, OK type I select-Tec,xls Page -7 of ♦*3 8/2/2024 5 Structural I Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: TEC Equipment Project#:24-0710-7 Transverse Brace Configuration:Type A Selective Rack Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2xi6ga Horizontal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 inA2 1.500 in Area= 0.273 inA2 r min= 0.496 in r min= 0.496 in 1.500 Fy= 55,000 psi + Fy= 55,000 psi 7 K= 1.0 1.500 in K= 1.0 1.500 4c= 1.92 J—� M � �—0.250 in a—0.250 Frame Dimensions Bottom Panel Height=H= 48.0 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 Diagonal Member —► 0 Load Case 6::(1� 85+0.14Sds)*B*P+[0.7*rho*EJ< 1,0,ASD Method I D —►I Vtransverse= 3,453 lb Vb Vb=Vtransv*0.7*rho= 3453 Ib*0.7* 1 (kl/r)= (k*Ldiag)/r min = 2,417 Ib = (1 x 55.3 in/0.496 in) Ldiag= [(D-B*2)A2+(H-6")A2jA1/2 = 111.5 in Ldiag = 55.3 in Fe= piA2*E/(kl/r)A2 H Pmax= V*(Ldiag/D) *0.75 = 23,419 psi Pmax = 2,387 Ib If axial load on diagonal brace member Since Fe<Fy/2, 3°typ Pn= AREA*Fn Fn= Fe a = 0.273 inA2*23419 psi = 23,419 psi Typical Panel = 6,393 lb Conflouration Pallow= Pn/.Q Check End Weld = 6393 lb/1.92 Lweld= 3.0 in = 3,330 Ib Fu= 65 ksi tmin= 0.060 in Pn/Pallow= 0.72 <= 1.0 OK Weld Capacity= 0.75*tmin*L*Fu/2.5 = 3,510 lb OK Horizontal brace Vb=Vtransv*0.7*rho= 21417 Ib (kl/r)= (k*Lhoriz)/r min Fe= piA2*E/(kl/r)A2 Fy/2= 27,500 psi _ (1 x 42 in)/0.496 in = 40,584 psi = 84.7 in Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/nc = 36,366 psi = 0,2731nA2*36366 psi = 9928 lb/1.92 9,928lb = 5,171 lb Pn/Pallow= 0.47 <= 1.0 OK type I select-Tec.xb Page ,L6 of �� 8/2/2024 Structural v Engineering & Design Inc. 1815 Wriaht Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596.7186 By: Bob S Project: TEC Equipment Project M 24-0710-7 Single Row Frame Overturning Configuration:Type A Selective Rack Loads Critical Load case(s): 1)RMI Sec 2.2, item 7: (0.9-0.2Sds)D+(0.9-0.20Sds)*B*Papp-E*rho hp i Sds= 0,8504 F,4 v Vtrans=V=E=Qe= 3,453lb (0.9-0.2Sds)= 0,7299 DEAD LOAD PER UPRIGHT=D= 160 lb (0.9-0,2Sds)= 0.7299 PRODUCT LOAD PER UPRIGHT=P= 24,000 lb g ) (5OQ H h t Papp=P*0.67= 16,080lb rho= 1.0000 Wst LC1=Wst1=(0.72992*D+0.72992*Papp*1)= 11,853 lb Frame Depth=Df= 42.0 in T Product Load Top Level,Ptop= 6,000 lb Htop-Ivl=H= 206.0 in DL/Lvl= 40lb #Levels= 4 I+-Df—► Seismic Ovt based on E,E(Fi*hi)= 421,006 In-lb #Anchors/Base= 4 height/depth ratio= 4.9 in h = 48.0 in SIDE ELEVATION A Fully Loaded Rack h=H+h 2= 230.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wst1 *Df/2 T= (Movt-Mst)/Df = 421,006 in-lb = 11853 lb*42 in/2 = (421006 in-lb-248913 in-lb)/42 in = 248,913 in-lb = 4,097 lb Net Uplift per column Net Seismic U lift*Ome a= 8,194 lb B Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs*Ip*Ptop>= 350 lb for H/D>6.0 Movt= [VS*h +V2*H/2]*rho = 0.2126*6000 lb = 296,892 in-lb = 1,2761b T= (Movt-Mst)/Df Vieff= 1,276 lb Critical Level= 4 = (296892 in-lb-94422 in-lb)/42 in V2=VpL= Cs*Ip*D Cs*Ip= 0.2126 = 4,821 lb Net Uplift per column = 341b Mst (0.72992*D+0.72992*Ptop*1) *42 in/2 94,422 in-lb Net Seismic U lift*Ome a= 9,642 lb Anchor Check(4)0.5"x 3.25" Embed Hilti TZ anchor(s)per base plate. Special inspection is required per ESR 4266. Pullout Capacity=Tcap= 2,250 lb L.A.City Jurisdiction? NO Tcap*Phi= 2,250 lb Shear Capacity=Vcap= 2,517 lb Phi= i Vcap*Phi= 2,517 lb Fully Loaded: (2048 Ib/2250 Ib)^1 +(431 Ib/2517 Ib)^1 = 1.08 <= 1.2 OK Top Level Loaded: (2410 Ib/2250 Ib)^1 +(159 Ib/2517 Ib)^1 = 1.13 <= 1.2 OK type I select-Tec.xb Face // of 13 8/2/2024 r Structural ngineering & Design Inc. i _ 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909 696,7186 i, By: Bob S Project: TEC Equipment Project#:24-0710-7 P M Base Plate Configuration:Type A Selective Rack P Section 4— a --* Baseplate= 10x10x1/2 Eff Width=W=� 10.00 in a= 4,00 in Mb Eff Depth=D= 10.00 in Anchor c.c. =2*a=d = 8.00 in VColumn Width=b= 3.00 in N=#Anchor/Base= 4 i b Column Depth=dc= 3.00 In Fy= 36,000 psi w L= 3.50 in Plate Thicl<ness=t= 0.500 in Downalsle Elevation Down Aisle Loads Load Case 5,•:(1+0.105*Sds)D+0.75*L(1.4+0.14Sds)*BMP+0.75*70,7*rho*E]<=1.0 ASD Method COLUMN DL= 80 lb Axial=P= 1.089292 *80 lb+0.75*(1.519056* 0.7 * 12000 lb) COLUMN PL= 12,000 lb = 9,657 lb Base Moment= 8,000 In-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0893 = 8000 in-lb *0.75*0.7*rho 1.4+0.14Sds 1,5191 = 4,200 in-lb Eff( B Axial Load P = 9,657 lb Mbase=Mb = 4,200 in-lb Effe Axial stress=fa= P/A=P/(D*W) M1= wL^2/2=fa*LA2/2 = 97 psi = 592 in-lb Moment Stress=fb = M/S=6*Mb/[(D*B^2] Moment Stress=fb2= 2*fb*L/W = 25.2 psi = 17.6 psi Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2 I = 7.6 psi = 46 in-lb M3= (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*L^2 Mtotal = M1+M2+M3 = 72 In-lb = 710 in-lb/in S-plate= (1)(t^2)/6 Fb= 0.75*Fy = 0.042 in^3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c 0.63 OK = 2,450 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 2,250 lb OK _ -2,701 lb No Tension Cross Aisle Loads CritklWd—RM15-2.1,item4,(1+0.115ds)DL+(1+0,14SD5)NV,75,1HV,75<=1.0ASDMethd Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatie= 9,657 lb when the base plate conriguradOn consists of two anchor bolts located on either side of the column and a net uplift force exists,the minimum base plate thickness Movt*0.75*0.7*rho= 221,028 in-lb Pseismic= Movt/Frame Depth shall be determined based on a design bending moment In the plate equal Frame Depth= 42.0 in = 5,263 Ib to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 14,920 lb the centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T I~ ci L=Base Plate Depth-Col Depth= 3.50 in Ta Mu a aP I fa = P/A=P/(D*W) M= wL^2/2=fa*L^2/2 I I b = 149 psi = 914 in-lb/in Elevation Uplift per Column= 9,640 Ib Sbase/in = (1)(t^2)/6 Fbase= 0J5*Fy Qty Anchor per BP= 4 = 0.042 in^3/in = 27,000 psi Net Tension per anchor=Ta= 2,410 lb c= 3.50 in fb/Fb = M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 0.81 OK = 4,218 in-lb Splate= 0.417 in^3 11 fb Fb *0.75= 0.281 OK type I select-Tee.xls Page /.Z of 8/2/2024 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596 7186 By: Bob S Project: TEC Equipment Project#:24-0710-7 Slab on Grade Configuration:Type A Selective Rack P slab -y a ---------- Concrete a e f c= 3,500 psi slab t t r. tslab=t= 8.0 in : cross teff= 8.0 in ----c ---- Aisle phi=fb= 0.6 ,- x -►I I•- c -►I - .............. 1 Soil r- .. fsoil= 750 psf Ia L -r l I . ....... Down Aisle Movt= 421,006 in-lb SLAB ELEVATION Frame depth 42.0 in Baseplate Plan View Sds= 0.850 Base Plate 0.2*Sds 0.170 Effec.Baseplate width=B= 10.00 in width=a= 3,00 in A-- 0.600 Effec.Baseplate Depth=D= 10.00 in depth=b= 3.00 in (3=B/D= 1.000 midway dist face of column to edge of plate=c= 6.50 in F'CAO.5= 59.20 psi Column Loads midway dist face of column to edge of plate=e= 6.50 in DEAD LOAD=D= 80 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 unfactoredASO load = 1.37008*80 lb+ 1.37008*0.7* 12000 lb+1 * 10023 lb PRODUCT LOAD=P= 12,000 lb per column = 21,641 lb unfactoredASO load Load Case 2) (0.9-0.2Sds)D+(0.9-0.2Sds)*B*Papp+rho*E RMI SEC 2.2 EQTN 7 Papp= 8,040 lb per column = 0,72992*80 lb+0.72992*0.7*8040 lb+1* 10023 Ib P-seismlc=E= (Movt/Frame depth) = 14,189 Ib = 101023 lb per column Load Case 3) 1.2*D+ 1.4*P RMI SEC 2.2 EQTN 1,2 unfactored Umit State load = 1.2*801b+ 1.4*12000 lb B= 0.7000 = 16,896lb rho= 1.0000 Load Case 4) 1.2*D+ 1.0*13+ 1.0E ACI 318-19 Sec 5.3.1 Sds= 0,8504 = 22,119 lb Egtn 5.3,1e 1.2+0.2*Sds= 1.3701 Effective Column Load=Pu= 22,119 lb per column 0.9-0,20Sds= 0.7299 Puncture Apunct= [(c+t)+(e+t)]*2*t = 464.0 InA2 Fpunctl= [(4/3+8/(3*p)]*X*(FICAO.5) fv/Fv= Pu/(Apunct*Fpunct) = 142.1 psi = 0.505 <1 OK Fpunct2= 2.66*X*(F'CAO.5) = 94.5 psi Fpunct eff= 94.5 psi Slab Bending Pse=DL+PL+E= 22,119 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)AO.5 y= (c*e)AO.5 +2*t = 4,247 inA2 = 65.17 in = 22.5 in x= (L-y)/2 M= w*xA2/2 S-slab= i*teffA2/6 = 21.3 in = (fsoil*xA2)/(144*2) = 10.67 MA3 Fb= 5*(phi)*(fc)AO.5 = 1,185.3 in-lb fb/Fb= M/(S-slab*Fb) = 177.48 psi = 0.626 < 1,OK type I 56ect-Tec,A5 Pacje /,lj of / 812/2024