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Home My WebLink About19927 67th Ave Ne Ste 100_BLD3897_2026 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 19927 67TH AVE NE Permit#:3897PERMIT EXPIRES 180 DAYS AFTER Parcel#:31051400200700 DATE OF ISSUANCE.Valuation: 17400.00 OWNER APPLICANT CONTRACTOR GAYTEWAY BUSINESS PARK,LLC Applied Handling/DACO Corp. Applied Handling P.O.BOX 1727 8825 S. 184th St 8825 S 184th St BELLEVUE,WA 98009 Kent,WA 98031 Kent,WA 98031 253-395-8500 253-395-8500 LIC:DACOC**012NC EXP:04/20/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: 2018 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: 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. IBC110ARCI10. BALES 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 43101. Signature Print Name Date Released By -Da' to CONDITIONS Adhere to approved plans.Approved permit and plans shall be onsite during construction.Call for all inspections and special inspections. 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 05/2012021 Building Permit Fee $426.41 05/20/2021 Processing/Technology Fee $25.00 05/20/2021 Building Plan Review Fee $277.17 Total Due: $728.58 Total Payment: $0.00 Balance Due: $729.58 CALL FOR 1NSPECIIONS 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 " CITY OF ARLINGTON ` 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360 403 3417-Permit Center: 360 403 3551 BUILDING PERMIT Permit#: 3897 19927 67TH AVE NE PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#: 31051400200700 Valuation: 17400.00 OWNER APPLICANT CONTRACTOR GAYTEWAY BUSINESS PARK,LLC Applied Handling/DACO Corp. Applied Handling P.O.BOX 1727 8825 S. 184th St 8825 S 184th St BELLEVUE,WA 98009 Kent,WA 98031 Kent,WA 98031 253-395-8500 253-395-8500 LIC:DACOC**012NC EXP:04/20/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: 2018 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: 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. IBC110/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. Signature Print Name Date Released By -Datc CONDITIONS Adhere to approved plans.Approve ?ermit and plans shall be onsite during constru n. Call for all inspections and special inspections. 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 05/20/2021 Building Permit Fee $426.41 05/20/2021 Processing/Technology Fee $25.00 05/20/2021 Building Plan Review Fee $277.17 Total Due: $728.58 Total Payment: $0.00 Balance Due: $728.58 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 Permit#: 3897 Permit Date: 05/17/21 Project Name: CC Packaging Services Company/Applicant Name: Applied Handling Company/Applicant Address: 8825 S. 184th St City, State, Zip: Kent, WA 98031 Contact: David Hires Phone: 253-395-8500 Email: davidh@appliednw.com Permit Type: Misc Valuation: 17400.00 Square Feet: 0 Number of Stories: 0 Type of Construction: Occupancy Type: Scope of Work: Racking MIC/Opportunity Zone: Permit Issued: Permit Expires: 11/13/2021 DNU: Status: IN PROCESS Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning GAYTEWAY 300 INDUSTRIAL/ 31051400200700 19927 67TH AVE NE BLA#201907225010 BUSINESS PARK, MANUFACTURING LLC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Applied Handling David Hires 253-395-8500 8825 S 184th St CONTRACTOR L&I DACOC**012NC Plan Reviews Date Review Type Description Assigned To Review Status 05/17/2021 Misc Building In Review Fees Fee DescriPtic.-n Notes Amount Building Permit Fee Table 4-1 $426.41 Processing/Technology Fee S25.00 Building Plan Review Fee Table 4-2 $277.17 Total S728.58 Notes Date Note Created By: 05/17/2021 Emailed contractor for business license Raclynn Jones Uploaded Files Date File Name 05/17/2021 8821549-3897 Calcs C C Packaging HPS Analysis 05.05.2021.pdt' 05/17/2021 8821550-3897-ARplication.lid t' DACO CORPORATION Owner or tradesPerson 8825 S.184th St. Principals KENT,WA 98031 KATONA,B KEVIN,PRESIDENT 425-264-4823 KING County DUFFIELD,STEPHEN L,VICE PRESIDENT SHIELDS,EDWARD E,CHIEF EXECUTIVE OFFICER (End:09/29/2005) Doing business as DACO CORPORATION WA UBI No. Business type 601 946 293 Corporation Governing persons STEPHEN DUFFIELD B KEVIN KATONA; JOHN ERICANDERSON; EDWARD E SHIELDS; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations Construction Contractor Active Meets current requirements. License specialties GENERAL License no. DACOC**012NC Effective—expiration 09/10/1999—04/20/2022 Bond DEVELOPERS SURETY&INDEM CO $12,000.00 Bond account no 857388C Received by L&I Effective date 04/10/2002 05/01/2002 Expiration date Until Canceled Insurance Ohio Security Ins Co $1,000,000.00 Policy no BKS58809792 Received by L&I Effective date 04/27/2021 05/01/2019 Expiration date 05/01/2022 Insurance history Savings ................ .... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications &Endorseme , OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent ..... ........ . No active Washington registered apprentices exist for this business.Washington allows the use of apprentices registered with Oregon or Montana.Contact the Oregon Bureau of Labor&Industries or Montana Department of Labor &Industry to verify if this business has apprentices. Workers' Comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. 976,312-00 Doing business as DACO CORPORATION Estimated workers reported Quarter 1 of Year 2021"11 to 20 Workers" L&I account contact T5/MELISSA VEST(360)902-5613-Email:VESM235@lni.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training—Effective July.1,2019 Exempt from this requirement. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace Safety & Health Check for any past safety and health violations found on jobsites this business was responsible for. No inspections during the previous 6 year period. GA o COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION PLANS,TWO(2) SETS OF SPECIFICATIONS,TWO(2) SETS OF STRUCTURAL CALCULATIONS,ONE (1)SETS OF NREC ENERGY CODE APPLICATIONS AND ONE(1) OCCUPANTS'S STATEMENT OF INTENDED USE. Type of Permit: ( ) Commercial Remodel O Commercial Addition V) Tenant Improvement Project Address: 19927 67th Ave NE Building C Parcel ID#: 31051400200700 Project Description: Install Storage Rack Legal Description: Project Valuation: $17,400 Gayteway Business Park LLC Owner: Phone Number: Address: 845 106th Ave N E S uite 102 City:Bellevue State: WA Zip Code:98004 David Hires 253-850-8500 Contact Person: Phone Number: Cell Phone: 253-569-2219 E-mail: davidh@appliednw.com Address:8825 S 184th St City:Kent State: WA Zip Code:98031 Contractor:Applied Handling, a division of Daco Phone Number: 253-395-8500 8825 S 184th St Kent WA 98031 Address: City: State: Zip Code: Contractor's License Number:DACOC**012NC Expiration: Plumbing Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration. Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Deceived MAY 0 5 2021 REV 2019 Page 6 of 7 W)- 3ge �;: I I � COMMERCIAL REMODEL � �,�o PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant C&C Packaging Services Site Address19927 67th Ave N E __ Bldg./Unit/Suite C IBC Construction Type IIIB IBC Occupancy Type F-1 Description of Use Storage of Materials Building Square Footage 3 4-0- 1 Number of Stories Square Footage per Floor( 3 1,621 Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials [� High plied/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation,changes, modifications or removal of any of the above may require additional submittals,Information,or permits during the plan review or construction process. 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 willbe i na �. r T.with th�laws, rules and regulation of the State of Washington. M o�ar�i:��{vted Applicants Signature David Hires May 04, 2021 Print Applicants Name Date Received FOR STAFF USE ONLY MAY 4 5 2021 Permit# AcceptedVy Amount Received Receipt# Date Received REV 2019 Page 7 of 7 1 SPECIAL INSPECTION AND Y TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME Firstnarge Ifstname PHONE number. EMAIL email PRIMARY First name Last name PHONE number. CONTACT EMAIL email TAX I.D.NUMBER Number PROJECT NAME Name� P L PROJECT Description DESCRIPTION SITEADDRESS Addqress Before a permit can be issued: The owner,Architect or Enoneer of record acting as the owner's agent; shall complete this agreement, including the required aclmowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to reviewthe special inspection requirements and procedures. Approval of special inspectors:Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC.THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/Engineer-reviewed shop drawings and/ or project drawings maybe used only as an aid to inspection. 1 [ Page i I i b) Report Non-ConforMing ItemS: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person,and notify the project Architect or Engirieer. Inspector I ClicAAr& 9 enter text I phoneJ is or to er a ter teak c) Furnish Daily Reports: Each pecial Inspector shall complete and sign an inspection report for each days inspections to remain at the iob site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington,project Architect/Engineer, and others as designated.These reports must include the following. i) Description of daily inspections and test made,with applicable locations. ii) Listing of all non-conforming items. iii)Report on how non-conforming items were resolved or unresolved,as applicable. iv) Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/her knowledge,in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance,unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.)shall be specifically itemized in this report 2) Contractor Responsibilities a) Notify the Sp ecial Inspector:The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining atthe job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request 3) City of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. i i I 1 4) Owner Responsibilities a) Funding:The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfill and or roadbeds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION&STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ❑STRUCTURAL STEEL (IBC 1705.2.1&1705.12.1) ❑STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL(IBC1705.2.2) ❑CONCRETE CONSTRUCTION(IBC 1705.3) ❑MASONRY CONSTRUCTION(IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5,1705.11.1&1705.12.2) ❑SOILS CONSTRUCTION(IBC 1705.6) ❑DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) ❑SPRAYED FIRE-RESISTANT MATERIALS(IBC 1705.14) 3JPage i ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS(IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS(EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS(IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL(IBC 1705.18) ❑ARCHITECTURAL COMPONENTS(IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D,E, or F ❑PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS(IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C,D,E, or F ❑SEISMICALLY ISOLATED SYSTEMS(IBC 1705.12.8) ❑SPECIAL CASES(IBC 1705.1.1) —material alternatives or unusual design applications ❑MISCELLANEOUS AREAS--These inspections maybe recommended by the Architect/Engineer and are to be approved by the Building department. 4 1 P a g e t: Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. [Attach more sheets for signatures if necessary) Owner Firstname Lastname Gayteway Business Park Bldg C L late Date Signature sign. ' agg Manager Contractor F' name Last name �; ) — 14111 V4 Date Date Signazure si - - U I 1 ❑Submit written statement of responsibility in accordance with IBC Section 1704.4. [5Recialhispector Firstname Lastname TeajalamGounden Date Date Si azure sign R 5/05/2021 ❑Submit WAB 0 certification for special inspection agency and inspectors, Cor) REFER to https://wabo.memberclirks.net/aar-tesUng—recimond ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work Submit copies of inspector certifications provided for each discipline. Inspector name First name Last name scope of Work Work Inspector name Firstname Firstname Scope of Work Work Inspectorname Firstname Firstname scope of work Work Inspector name Firstname Firstname scope ofwork Work Inspectorname Firstname Firstname scope of work Work Inspectorname Firstname Firstname Scope ofwork Work Architect/Engineer Of Record First name Last name Date Date Signature Sign. Structural Observer First name Last name Date Date Si azure sign. ❑Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3_ ❑Structural Observations required in accordance with IBC Section 1704.5. 5 1 P a g e i David Hires From: Julia Seen <jseen@nelsonww.com> Sent: Tuesday, May 4, 2021 1:23 PM To: David Hires Subject: FW: Sprinkler System Info Needed David, See Al's email below... Julia Seen RA Senior Architect Direct 925 399 3411 Mobile 510 828 1671 jseen@nelsonww.com WWW.NELSONWORLDWIDE.COM NELSON 4301 Hacienda Drive Suite 220 Pleasanton, CA 94588 From: C&<ccpackbrier@aol.com> Sent:Tuesday, May 4, 2021 10:41 AM To:Julia Seen <jseen@nelsonww.com> Subject: Re:Sprinkler System Info Needed TAKE CARE:This email message is coming;from outside of NELSON. Julia, Here is descriptions of what activities in our facility; * manufacturing hardware kits for customers using Hannan Vacuum machines, die cutting machine, and shrinkwrap machines. * fulfillment warehousing program by storing vendors products and delivering to local customers. * printing of owners manuals and brochures using commercial printing machines (mostly Konica Minolta printers) * reworking or repacking product into plastic bags * light assembly work for exercise company locally Al Curva President & Owner C&C Packaging Services Inc. hftps://www.candcpackaging.com 17105 Tye St SE Monroe, WA 98272 1 i ,,, - COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will not be accepted. 12 One (1) City of Arlington Comm ercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) 12 One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form 12 Two (2)Architectural Drawings 12 Two (2) Structural Drawings Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms Q One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An Intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360) 403 3551 or by email to Pre App Appointment Request. I acknowledge that all Items designated above are included as part of this application. REV 2019 Page 1 of 7 i i i COMMERCIAL REMODEL PERMIT APPLICATION Depart m nt of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink,blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,out and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 7 AN 41, COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN —REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS f. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale.Details a minimum Winch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. j) Show the location of all new walls,doors,windows,etc. REV 2019 Page 3 of 7 i COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE "Arlington, WA 98223 " Phone(360) 403-3551 k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum Yvinch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1.Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 7 i i GAS� Ql' COMMERCIAL REMODEL �sv��o PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov Application by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 7 ,. �r� .� DAVE POLAND ENGINEERING, LLC 333 East Avenue Quincy, IL 62301 Phone: 217-242-4605 email: davep.engineering@outlook.com Project Name C & C Packaging Services 19927 67th Ave NE Arlington, WA Selective Rack Project Number R042102 4/30/2021 These calculations review the structure being installed for structural capability. The sealing of the drawings used in conjunction with these calculations is for the structural review only Other information is not reviewed,nor approved 1p S.PO A wasy�� z91 �� QrC,9S�Rdo �w Received ONAL E� ��,�i I MAY 0 5 2021 $w , Engineering Seal Data State Number Exp Date WA 52913 2/25/2022 OFFICE COPY INDEX Description Page Number Rack Plan View and Loadings 1 - 2 Seismic Data 3 - 7 Selective Rack - Elevation A, 96" Bay 8 - 30 Selective Rack - Elevation C, 144" Bay 31 - 53 ../H O ]NON .1-", 6-1, 6 maws. A uw�u wa�ul pro IZ/LZ/C I a a � puo IPuoy loi,a�ow ..�JM 0~ M.rw ,J CZZ96NC VM'U01-l" W.H a 1"P1 tlVV .saoi3"un I O-V 4L9 LZ 6lJ'UJ ...w .n�,w.... � 1 . I p I I Ti ! f I m ci � fm I ,1 ' 3NON Md ._ _ w, m{\7DIODd `G \ � �R.} 2. �\$ \\\ \ \\\ \ \ \\j$ !)!_, - ) ] \ / > { E s ! � � 2A � OTC Hazards by Location Search Information Address: 19927 67th Ave NE,Arlington,WA 98223, USA Coordinates: 48.176414,-122.1406172 :: �! Elevation: 130 ft ! • Timestamp: 2021-04-30T13:39:29.615Z 4 r�'r- Mary9Yil1e WhidneYUOrett Hazard Type: Seismic Reference ASCE7-10 Go gle Y li now000 a Map data©2021 Google Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 a.2o 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) Basic Parameters Name Value Description SS 1.063 MCER ground motion(period=0.2s) S1 0.414 MCER ground motion(period=l.Os) SMS 1.143 Site-modified spectral acceleration value SM1 0.656 Site-modified spectral acceleration value SDS 0.762 Numeric seismic design value at 0.2s SA SDI 0.437 Numeric seismic design value at 1.0s SA -Additional Information Name Value Description SDC D Seismic design category F, 1.075 Site amplification factor at 0.2s Fv 1.586 Site amplification factor at 1.Os CRg 0.981 Coefficient of risk(0.2s) CRt 0.948 Coefficient of risk(1.0s) PGA 0.427 MCEG peak ground acceleration FPGA 1.073 Site amplification factor at PGA PGAM 0.458 Site modified peak ground acceleration TL 6 Long-period transition period(s) SsRT 1.063 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.084 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.414 Probabilistic risk-targeted ground motion(1.0s) S1UH 0.436 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S,Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Date: 3 IBC 4/30/2021 Using RMI specifications 2012 ASCE7 RMI Section 2.6.2 Minimum Seismic Forces Down Aisle direction---Longitudinal Lat. Long. V=CsIeW Height 17.00 Feet 204 inches Cs=Sd1/TR le= 1 Moment R= 6 Limit State RMI Sec.2.7.3 Sds=2/3 Sms Sms=FaSs Ss= 1.063 Fa= 1.075 Soil profile D Sms= 1.143 Cs= 0.0936 Sds= 0.762 (1.2+.2Sds)= 1.35 (.9-.2Sds)= 0.75 Ct Ta Calculated T in accordance with the Rayleigh Method 0.035 0.293 0.35 0.780 Cs=Sds/R Sd1 =2/3Sml Sm1 =FvS1 S1 = 0.414 Cs= 0.1270 Max. Fv= 1.586 Soil profile D Sml = 0.657 Shc = 0.438 Cs=0.044Sdg or 0.5S,/R if Si>=0.6 then.5S,/R othewise.044S& Cs= 0.0335 Min. Cs used in Base Shear Calculations Down Aisle Cs= 0.0936 Date: 4/30/2021 Using RMI specifications ASCE7 RMI 2012 Section 2.6.2 Minimum Seismic Forces Cross Aisle direction---Transverse V=Cslew Height 17.000 Feet 204 inches Cs=Sd1/TR le= 1 Braced R= 4 Limit State RMI Sec.2 7.3 Sds=2/3 Sms Sms=FaSs Ss= 1.063 Fa= 1.075 Soil profile D Sms= 1.143 Cs= 0.3112 Sds= 0.762 Ct Ta Calculated T in accordance with the Rayleigh Method 0.035 0.293 0.35 0.352 Cs=Sds I R SO=2/3Sm1 Sm1=FvS1 S1 = 0.414 Fv= 1.586 Soil profile D Sm1 = 0.657 Cs= 0.1905 Max. SO= 0 438 Cs=0.044Sds or 0.5S,/R if Si—0.6 then.5SI/R othewise.044Sds Cs— 0.0335 Min. Cs used in Base Shear Calculations Cross Aisle Cs= 0.1905 Base Shear Section 2.2 Load Factors and Combinations for LRFD Method For all rack members 1 1.4D+L+1.2P dead load 2 1.2D+1.4PL+1.6L+.5(Lr or SL or RL) live load/Product 3 1.2D+.85PL+(.5LL or.8WL)+1.6(Lr or SL or RL) Snow/Rain 4 1.2D+.85PL+.5LL+1.6WL+.5(Lr or SL or RL) Wind 5 (1.2+.2Sds)DL+(.85+.2Sds)PL+.5LL+EL+.2SL Seismic 6 .9DL+.9PLapp-1.6WL Wind Uplift (.9-.2Sds)DL+(.9-.2Sds)Plapp-E Seismic Uplift 7 1.2DL+1.6LL+.5(SL or RL)+1.4PL+1.41 I=impact 1 Warehouse Rack System Non-public Ip= 1 V=CsIeWs Cs= 0.094 Longitudinal V=CsIBWs Cs= 0.190 Transverse Vl= 0.0936 Ws Longitudinal Limit State Vt= 0.1905 Ws Transverse Limit State Rack systems Ws=(.67*Prf*P)+D+.25L Prf=Paverage I Pmaximum Force at various shelf levels Fx=(V-F1)WxHx^k/ZWI HI^k for shelves greater than 12"above floor F1 =CslpWs for shelf 12"or less above floor Fx=VWxHx^k/EW HI^k for all levels when first shelf>12"above floor Exponent related to the structures period T<=.5 k= 1 T>2.5 k= 2 If the base shear is based on the default Cs value then k shall be taken as 1 Period Longitudinal direction 0.780 seconds k= 1.000 Period Transverse direction 0.352 seconds k= 1.000 Date: 4/30/2021 Design Summary Sheet Project: C&C Packaging Elevation A 0 106"Bay Ss S, Building Code------ IBC 1.063 0.414 Stuul Design Specification........ AISI and RISC both based on LRfD Method 1 otal No.of Storage Levels------- 4 Top Storage Level-------------------- 17.00 Feet Frame Depth----------- 44 Inches Typical Beam Span----------------- 106 Inches Panel Spacing---------- 58 Inches Allowable Soil Pressure------------ 2000 Psf Max.Shelf Loading-- 2000 Pounds Allowable Compressive Strength of Concrete--- 3000 Psi Avg.Shelf Loading-- 2000 Pounds Seismic Total bay load including dead---- 8.20 Max Bay Loading------------ 5.56 Avg.kips Period of vibration-Based on Rayleigh Method-down aisle T= 0.780 Seconds Kx= 1.7 Cs Seismic base shear down aisle 0.094 Ws Ws=Fs'Total bay load+dead load 0.094 Iota base shear in kips----------- 0.260 Kips per rack column---down aisle Seismic base shear cross aisle 1.06 Kips per frame-based on default values 0.190 Height to depth ratio.................. 4.64 Column Type----------- C-Section IR Face 3 Thickness 0.083 CIR Depth 3 First Level Drift Design Ratio Live load+dead load+seismic---- ------ 0.507 0.236 Inches Design Ratio Live load+dead load-------------------------- 0.515 Weld Actual or cross aisle Beam Capacity Moment Level No. Beam Connectors Connector Beam Weld in-kips in-kips 1 Standard Connector sc Standard connector 835625 Std. 12.76 8.68 2 Standard Connector sc Standard connector B35625 Std. 12.76 8.09 3 Standard Connector sc Standard connector B35625 Std. 12.76 6.39 4 Standard Connector sc Standard connector 835625 Std. 1276 4.01 5 No storage level da does not apply da 0 0 0.00 6 No storage level da does not apply da 0 0 0.00 7 No storage level da does not apply da 0 0 0.00 8 No storage level da does not apply da 0 0 0.00 9 No storage level da does not apply da 0 0 0.00 10 No storage level da does not apply rta 0 0 0.00 11 No storage level da does not apply da 0 0 0.00 12 No storage level da does not apply da 0 0 0.00 Upright Bracing Summary Vertical Leg............. 1.5 Inches Yield Fy= 36 K61 Width..................... 2.25 Inches Brace type= C~ion ei Gage..................... 0.064 Inches Ok 0.476 S hen"up';"pcn Base Plate Summary Slab Thickness....... 5.5 Inches Ratio= 0.484 OK Base Plate Width..... 7.75 Base Plate Depth..... 5 Base Plate Thick.... 0 375 Yield Fy= 36 Ksi Anchor Bolt Summary Anchor Bolt Description........... 1/2" Anchor Bolt Design Ratio 0.400 Z'11 11 , Oty1cot.= 2 Ok l FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET 4/30/2021 Based on the Rayleigh Method Used base shear-Longitudinal direction only Percent Total Load/Level contributing base shear-----------------> 67.00 %for seismic Distribution exponent-(k) -------------------> 1 Kx-------> 1.7 T---------> 0.780 seconds E'Ix Column Style OC 38527 Computed Distribution exponent-(k) ---- --► 1.000 Column Column Column Column Column Elevation DL PL LL Tot.Load Cu.Load W W"hAk H 46 0.025 1 0 1.025 4.10 0.6950 334 0.10 100 0.025 1 0 1.025 3.08 0.6950 695 0.20 152 0.025 1 0 1.025 2.05 0.6950 105.6 0.30 204 0.025 1 0 1.025 1.03 0.6950 141.8 0.40 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 204 0.1 4 0 4.1 2.78 350 1 Force distribution equation per level = VWxHx^k/Zwi Hi^k Pcr=rA2 Elx/(KxLx)^2 1/(1-Pui/Pcr) Level Cum F L Pcr AP 0 At Wi*Ot^2 Fi"At 1 1.0000 48 57.106 0.841 1.077 0.906 0.57 0.086 2 0.9048 52 48.659 1.807 1.067 1.938 2.61 0.384 3 0.7063 52 48.659 2.562 1.044 2.726 5.16 0.822 4 0.4048 52.000 48.659 2.995 1.022 3.168 6.97 1.282 5 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 6 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 7 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 8 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 9 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 10 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 11 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 000 0.000 15.32 2.57 g=32.2 ft/sec^2 T= 0.780 seconds T= 2-r -'Wi A^2 /g!Ti- i Eq 30-10 10 Date: FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET 4/30/2021 Ss 1.06 Seismic Coeficients: S1 0.414 Soil Profile Type-D Rd= 6 Down Aisle Cs= 1.2'Cv/(R"T^.667) Rc— 4 Cross Aisle Cs= 0.0936 Down aisle per column Av= 1.063 Cs= 0.1905 Cross aisle per frame Actual Down-aisle base shear per col.= 0.260 kips Actual Cross-aisle base shear per frame= 0.529 kips Level Drift PA Shelf Spacing Guide Line for Drift Limit Only 1 0.2356 0.97 48 .333'Column Width 2 0.5041 1.55 52 Column Width 3 0.7092 1.45 52 3 4 0.8241 0.84 52 5 0.0000 0.00 0 6 0.0000 0.00 0 7 0.0000 0.00 0 8 0.0000 0.00 0 9 0.0000 0.00 0 144 0.50 Inches 10 0.0000 0.00 0 11 0.0000 0.00 0 12 0.0000 0.00 0 — 0.236 Inches Rack Displacement Actual It Date: LOADING DATA ON RACK SYSTEM 4/30/2021 Special Notes: C&C Packaging Rack Elevations and Loadings Number Of Storage Levels No.= 4 Level Hi Exterior Column Check Shelf Load is for 1 Deep Level No. Spacing Loading Dead Load Sum Shelf Load 1 48 2000 50 8200 2 52 2000 50 6150 Beam 3 52 2000 50 4100 LevelH3 4 52 2000 50 2050 5 0 0 0 0 Pallet Load 6 0 0 0 0 7 0 0 0 0 Level H2 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 Level H1 12 0 0 0 0 Db .. Column Totals 204 8000 200 4.10 per cot. Slab Top Storage Level= 17.00 Feet Pallet Height Hi = 48 inches Column Loading Pc= 4100 Pounds Dead+Live Load Pc= 4.1 Kips Unfactored Bay Width Beam Depth Db= 4.18 Inches Front Elevation Rack Area/Profile: Elevation A Slab and Soil Data 106"Bay Allowable Soil Pressure Qsp= 2000 psf Qsp= 1389 psi Product Type---------- CIR Allowable Compressive Strength Concrete Column: C-Section IR Fc'= 3000 psi Shelf Loading for Seismic RMI 2.0 CA Ws=.67P+D Live load=0 P= 1 Down aisle DA Ws=(.67*PL*PLrf)+D+.25*L P= 1.3 Cross aisle Singe row DA Ws= 0.670 PL*PLrf+D Maximum Pallet Load PLm= 2000 Pounds CA Ws= 0.670 P+D Average Pallet Load PLa= 2000 Pounds PIRF= 1.00 Cross aisle reduction Load toff. Pav/Pm Ratio PLRF 1.000 100% Ratio Down aisle cofficient 0.67 RMI Section 2.7.2 Cross aisle coffecient 0.67 iz/ Date: RACK CONFIGURATION---LOAD/LEVEL/SEISMIC DATA 4/30/2021 Enter Seismic Code IBC AVy.Tup Shelf Load" 2000 Puuuds ------1.� Depth No.of Storage Levels= 4 I 44 Level 2 rl Span 106 Inches 58 Depth Db= 4.18 Inches Bottom Panel Level 1 Spacing Inches Vb Base Shear -t iV _ - -.- -.-•- -.- ---._._....,............ Front Elevation End Elevation Longitudinal Direction Transverse Direction Load-Level-Seismic Values Vb= 0.0936 Wp Down aisle seismic loading Vb= 0.520 kips/frame Level Spacing Loading Dead Vb= 0.260 Kips/Column Inches Pounds Load Ratio_ V/Level/Col Sum 1 48 1340 50 5560 0.095 0.025 0.260 2 52 1340 50 4170 0.198 0.052 0.235 3 52 1340 50 2780 0.302 0.078 0.184 4 52 1340 50 1390 0.405 0.105 0.105 5 0 0 0 0 0.000 0.000 0.000 6 0 0 0 0 0.000 0.000 0.000 7 0 0 0 0 0.000 0.000 0.000 8 0 0 0 0 0.000 0.000 0.000 9 0 0 0 0 0.000 0.000 0.000 10 0 0 0 0 0.000 0.000 0.000 11 0 0 0 0 0.000 0.000 0.000 12 0 0 0 0 0.000 0.000 0 000 Totals 204 5360 200 1000 0.260 Kips Loads: 2.78 Kips 0.10 Kips WS frame Total D+P+L 5.56 Kips--Avg. Seismic down aisle loading 5.56 kips Summary of Data Seismic cross aisle loading Summation of Rack Load 8.20 Kips D+P 5.56 kips Total Base Shear/Column 0.26 Kips Load Case F(1.2+.2Sds)D+(1.2+.2Sds)PL+EI Down Tutal Base Shear/Frame 0.52 Klps Load Case f(.9-.2Sds)D+(.9-.2Sds)Plapp-EL Cross aisle LRFD Design Loadings Load Combinations Frame Column Ratio Load Factor Axial Loading 1.2D+1.4PL 11.44 572 1.395 1 Axial plus seismic (1.2+.2Sds)D+(1.2+.2Sds)PL 7.84 392 0.957 13 Date: SHEAR/MOMENTS IN COLUMNS AND BEAMS 4/30/2021 Moment Diagram of Rack Structure 'I Level 3 Base Fixity PinnedRb= 1 Fixed Rb= 0.5 Level 2 Base Fixity ....... Rb= 0.5 Base Shear Vb= 0.260 Kips Mc Moment at Base Mb= (111 `Vb) Rb Level 1 \ Vv Moment at base Mb= 5.97 In-Kips M/` Column Load Pmax= 2.78 Kips H1 Unfactored Mi Slab Vb Mu= Moment Above Beam Level-Kips Mi= Moment Below Beam Level-Kips Bay Width Mc=Connection Moment-Kips Mb f 106 In Vv=Vertical Shear-End Connection-Kips Front Elevation PORTAL MOMENT DISTRIBUTIONS Column Level Spacing Mi Mu Mc M facotored 12 0 0.00 0.00 0.00 0.00 11 0 0.00 0.00 0.00 0.00 10 0 0.00 0.00 000 0.00 9 0 0.00 0.00 000 0.00 8 0 000 0.00 000 000 7 0 0.00 0.00 0.00 0.00 6 0 0.00 0.00 0.00 0.00 5 0 000 000 0.00 0.00 4 52 2.74 0.00 1.37 274 3 52 4.78 2.74 376 4.78 2 52 6.12 478 545 6.12 1 45.91 5.97 6.12 605 5.97 Totals 201.91 Inches 16.83 Feet 14 DATE: BEAM DESIGN WITH PARTIAL END FIXITY 4/3012021 Beam= 6-3 56 Span= 106 Inches T= 0.059 In. YIELD Fy= 55 Ksi Inside Rad 0.07 In. From Cold Working 60.53 Ksi 1.7 Area = 0.678 InA2 Fu= 67.00 Ksi 1.63 SECTION PROPERTIES 4038 stress Sx = 0.602 In.A3 2.37 3356 deflection Ix = 1.140 In.A4 3.56 - ------ - X-Axis E*Ix = 33630 Ksi 2.13 Req.Cap. 4,bMn= 9*Sx*Fy 2000 Nor. PbMn= 34.06 in-kips Gr= 3.36 Inv. fibMn= 63.17 in-kips 2.5 Mer= 2.64 RMI impact addition 0.125 Load factor= (1.4+ 1.4*RMI addition)'PL Load factor= 1.575 1.2D+1.4L= 1.424 Beam weight= 23.36 END CONNECTOR SPRING CONSTANT G=2*E*lx/(Fe*L)+1 Me=W*L/(12*G) Fe = 270 In-Kips/Ra G= 3.35 W-8*(Phi*Mn/L.F.+Me)/L-1.2D Memax- 6 In-Kips Unfactored Upper limit W Me= 5.33 at stress limit �W= 2.02 Kips/Beam Factored Fe R R SPAN L 106 Wt = 4038 Per Pair of Beams Stress limit Equation for Defl.Cap when limit Is L/180: W=(384*E*Ix)*(L/180+Me*LA2/(8*E*Ix))/(5*LA3) Deflection Limit Span divided by----> 180 Di = 0.589 In. Deflection Limit Wd =Beam Load Based on Deflection Limit = L/Deflection limit Wd - 1.G70 Kips Me= 4.424 at defl.limit Wt = 3356 Per Pair of Beams Deflection Limit Date: Beam Weld 4/30/2021 Plastic Section Modulus L1= 0 Inches Offset L2= 3.56 Inches 1.625 L1 L3= 0 Inches L4= 1.9 Inches 1.935 L5 L5= 0 Inches 2.195 —•— — —— 5.46 Inches Lv H 1 L2 546 L4 0.5350 inches 1.365 H2 _._ —._ Y L3 At=Ab Center of Area Weld Pattem At=(L2-Y)+L1 +(L4-Y)+(L5-Y) Ab=2Y+L3 Y=(L1 +L2+L4+L5-L3)!4 Y= 1 365 Inches H1 = 0.935 Inches At= 2 730 H2= 0.683 Inches Ab= 2.730 Z=H1*At+H2*Ab Z= 4.42 Inches' Steel section Steel beam Fu= 70 ksi Vbm= 16.91 Steel Thickness= 0.059 Inches Plastiv Modulus Zt= 0.261 Inches3 Plastic Moment Capacity Weld metal 45= 0.7 Mu= 18.24 In-Kips Fxx= 70 Ksi 4)Mn= 12.76 In-Kips Ut 9254 4)= 0.7 Vn= 15 785 Lesser of metal or weld (DVn= 11.049 Kips Design Ratio Check Mfac= 868 In-Kips D+L+E Vfact= 0.51 Kips Shelf Load 2050 Pounds Ratio=Mfac/4)Mn+Vfac/(hVn<1.03 Ratio= 0.727 Ok Date End Connector Analysis 4/30/2021 Pu load factors from RMI Gravity load only 1.424 Gravity plus seismic 0.874 Pu 0.062 drop Mu Tension T ' -"'_"" Bh y p Eh connector _ ___ _ depth Cumpressiun beam depth \ Connector dia. End connector Design Data RMI design load cases un-factored Pu= 0.5125 kips Pu=Gravity load on conn.(1.2D+1.4P non-seismic)(1.2D+.85P+E) Factored Pfu= 0.45 kips combinrd with seismic Mu=moment due to fixed end moment and seismic Mu= 12.02 in-kips Factored Mu= 10.51 in-kips (D+.67P)+E Eh= 6 inches Connector Dia. ............ 0.35 inches Bh= 3.56 inches Fy= 50 ksi y= 4.29 inches Column thick. .... . .... . 0.083 inches N= 3 number of conn. Fy= 55 ksi Fu= 70 ksi Bearing Capacity for Single Connector per AISI Pn=mfCdtFu 4)= 0.65 C=bearing factor per Table E3.3.1-1 .024<t<.1875 Pn= 6.10 kips d/t= 4.22 d/t<10 Strength (DPn= 3.97 kips/conn. C= 3.00 mf=modification factor for type of bearing Table E3.3.1-2 mf= 1 Develop connector forces Conn.Force in vertical direction Conn. Force in horizontal direction Fv=Pu/N Fh=Mu/y Fv= 0.149 kips Fh= 2.451 kips Resulting Force on connector Fr= Fv^2 + Fh^2 demand Fr= 2.455 kips Bearing capacity 4)Pn= 3.97 kips Ok Check Shear Capacity E3.4 AISI Pn=An Fn connector material = 0.65 Fn= 67 ksi An= 0 096 in^2 Strength t�Pn= 4.190 kips/conn. Ok 0 586 16.92 in-kips COLUMN DESIGN CHECK--COMBINED AXIAL AND SEISMIC Date: 4/30/2021 Description: Elevation A Q value= 0.95 Column Description: Fy= 55 Ksi El special Column E= 29500 3852 Yaxis Column Section Properties Hole Pat j Column= special 2 j T= 0.0830 In. Gross Area Ag= 0.824 In Net Area An= 0.655 In2 Face -•- ---♦ —Xaxis Ix= 1.306 In 3 i I _ - Sx= 0.871 Ina Rx= 1.259 In I ' ly= 1.024 In° I ! Min. Sy= 0.595 Ina Section Wgt/Ft. ! Ry= 1.115 In. , 2.80 , Torsional Properties i Xo_ ; Width M= 1.611 X0= -2.849 3 Cw= 2.749 Ro= 3.308 J= 0.00189 Column Cross Section 0= 0.258 Sx eff= 0.714 In•3 Critical Buckling Values ---Current Edition AISI LRFD aex=(p2E(K)IX/Rx)2) Eq.C3.1.2-7 75.77 o ey=(p2 E(KyLy/Ry)2) Eq.C3.1.2-8 157.11 aet=(VAR02)*(GJ+p2Cw/(KtLt)2) Eq. C3.1.2-9 62.57 Fe=(1/2#)*((aex+(it)-((aex+(Tt)2-4(3 aex(ft)112 Eq.C4.2-1 36.80 If First Beam Level Is Near Floor Use Second Level For Column Design Lx= 45.910 Inches Ly= 48 Inches Lt= 48 Kx= 1.7 Inches Ky= 1 Inches Kt= 0.8 Inches Concentrically Loaded Compression Members Section C4 Fe= 36.800 Fy= 55 For A<1.5 Fn=Fy*.658^(A) = 1.223 For A >1.5 Fn=Fy*.8771(X2) I = 0.85 Fn= 29.42 ksi �'Pn= 16.38 kips Frame Capacity-Vertical Load Only= 23,000 pounds Lateral Buckling Strength Section c3.1.2 Mn=Sx eff(Mc/Sx) ft 0.9 My = Sx* Fy Me=Cb Ro A(aey(ft)72 Cb=1.00 MY= 47.88 Mc= Crit.Moment Me= 270.21 Mc= 47,88 For Me>2.78*My Mc=My For .56*My<Me<2.78*My Mc=My(1-10*My/(36*Me)) Mn= 39.27 For Me<.56*My Mc=Me `I'Mn= 35.34 in-kips Ig Date: COLUMN DESIGN CHECK--CONT'D 4/30/2021 Section 05 Combined Axial Load and Bending Design Ratio Dr= Pu/(�c Pno + CmMux/*bMnx<p nx—1.0 Cm=.85 flex= (1-Pu/ Pe) (�c=.85 <I>b=.9 Pe=7r2Elb/(Kb Lb)2 First Beam Level Hi= 45.91 Kb= 1.7 Column Unfact Fact Fact Hz= 52 Pe= 62.42 P,= 4.10 3.52 5.72 M,= 5 97 P2= 3.08 2.64 4.29 M2= 6 12 Nominal Axial Strength 4)Pn= 16.38 Kips from previous page Level 1 Full Dead+Live Load Pu unfactored Puf= 4.10 Kips Pu= 5.72 Kips RMI Eq 5 Factored Pu= 5.72 Kips Nominal Flexural Strength <)Mnx= 35.34 In-Kips Required Mux unfactored Muxf= 5.97 In-Kips Magnification factor= 0 936 Seismic moment factored Mux = 5.97 In-kips Factor= 1.000 Total factored moment 597 In-kips RMI Eq.5.for Pu Pu/(Pc Pin = 0.349 Mf"Mu/((Wn)= 0 158 Dr=design ratio Pu/<hPn+CmxMx/4)bMnx a Design Ratio Dr= 0.507 Ok Design Check For Dead Load+Live Load Onjy Unfactored Column Load Pc= 4.10 Kips Factored Column Load Pu= 5.72 Kips Cross Aisle 843 Kips Control P= 8.43 Kips Nominal Axial Strength (Wn= 16.38 Kips 4'c= 0.85 Design Ratio Pu/(Dc Pn = 0.515 Ok Date: BEAM TO'-9LUMN CONNECTION CHECK 4/30/2021 Moment at Beam to Column Connection Factored Factored Column Level No Moment Beam Shear Mc In-Kips Vi Kips _ 1 6.05 0.440 / 1 2 5.45 0.440 Tf j j I Mc 3 3.76 0.440 Mc I I I I 4 1.37 0.440 1 5 0.00 0.000 -'- -" 6 0.00 0.000 1 1 Dc 7 0.00 0.000 go Beam 8 000 0.000 9 0.00 0.000 C nnector 10 0.00 0.000 11 0.00 0 Beam to Column Connection 12 0.00 0 Mca=d"(Fva 2-(Ri!Nc)2)112 _ Allowable Shear on Connectors Fva=(Vh`+Vi`) "` ` Fv=.4Fu Vh=Mc/d Fv= 28 ksi Vi=Ri/Nc I Tv Fva=Ab'Fv Nc=Number I M Ab=Shear Area of Connector Connectors j 1 Connector Discription: Stud I I d Compression Zone Fva= 4.34 Kips Allowable Shear Ri Beam Type Includes fixed end moment Combined Forces on Connection Point Offset Connectors Shelf Weld Factored Mc Level End Conn Moment Loading Beam No. Description Ma End Mom. 1 sc 16.92 2050 3 9/16 B35625 Std 12.76 8.68 2 sc 16.92 2050 3 9/16 B35625 Std. 12.76 8.09 3 sc 16.92 2050 3 9/16 B35625 Std 1276 6.39 4 sc 16.92 2050 3 9/16 B35625 Std. 12.76 4.01 5 da 0 0 da 0 0 0.00 6 da 0 0 da 0 0 0.00 7 da 0 0 da 0 0 0.00 8 da 0 0 da 0 0 0.00 9 da 0 0 da 0 0 0.00 10 da 0 0 da 0 0 0.00 11 da 0 0 da 0 0 0.00 12 da 0 0 da 0 0 0.00 Connectors: SC Standard MC Seismic Connector SP Special Welds: S Standard C Weld W Weld All Around Zo CHECK RACK OVERTURNING....TRANSVERSE DIRECTION Date: 4/30/2021 overturning based on heigth to load mass center All Shelves Loaded Top Level SEISMIC FORCES HORIZONTAL Vt=1 otal Shear Seismic Rack Hgt. Level No. V;"H; Shelf Load Moment Due to OT Vt Horiz force In-Kips Kips In-Kips Comp 0 0.1009 1 4.63 1.39 159.63 8.4 0.2101 2 20.57 1.39 155.00 6.8 0.3194 3 47.88 1.39 134.42 5.3 0.4286 4 86.55 1.39 86.55 3.1 0.0000 5 0.00 0.00 0.00 0.0 0.0000 6 0.00 0.00 0.00 0.0 Vt _ Slab 0.0000 7 0.00 0.00 0.00 0.0 0.0000 8 0.00 0.00 0.00 0.0 0.0000 9 0.00 0.00 0.00 00 Cs= 0.190 0.0000 10 0.00 0.00 0.00 0.0 Frame Depth Ws= 5.56 0-0000 11 0.00 0.00 0.00 0.0 0.0000 12 0.00 0.00 0.00 00 Depth Df= 44 inches Mop= 159.6 Ra Rb Anchor spc. 44 inches Base Shear Vt= 1.06 Center of Force.. 150.7 inches kips Using 1.15H ..... .. .... 175.7 inches Seismic Reaction Due to Overturning Reaction Due to Pallet Loads+Dead Load Rs=Moi/Frame Depth Df Rp=Pallet+Dead Load/2(2 Columns/Frame) LRFD Rs = 4.51 Kips LRFD Case 5 Rp= 3.92 (1.2+.2Sds)D+(1.2+.2Sds)gPL+pEl LRFD Rs= 4.51 Kips LRFD Case 6 Rp= 2.08 (•9-.2Sds)D+(.9-.2Sds)P1apP pEL Resulting Reactions Combining Seismic+Pallet+Dead Load 9= 0.7 gravity Ra=Rp-Rs Uplift Side If Uplift Exists Rs Must be>Rp for Tension p= 1.3 Cross aisle-uplift Rb=Rp+Rs Compression Side of Upright Factored Values: Loading/inch of height LRFD Rb= 8.43 Kips cpmpression Seismic 0.022 Un-factored ASD Rb= 5.9 Kips cpmpression DL+PL................................. 0.019 LRFD Case 6 Rp= -1.18 Kips Uplift Occurs Fac Ue= -1.18 Kips- factored Vc= 0.53 kips Heigth to depth ratio Rhd= 4.64 zl Date: CHECK RACK OVERTURNING----CONTD 4/30/2021 Top Shelf Loaded Only Top Load Lt = 1.76 Kips Top Shelf Ot= 68.38 In-Kips Vt 0 Cente of Gravity of Top Load Rack Height= 1700 feet Rack depth= 3.67 feet H/D ratio= 4.64 rA::� Vt Slab V= 0.34 kips 4 ► Frame Depth Df = 44 Inches IF Anchor spc. 44 inches Ra Rb Seismic Reaction Due to Overturning Reaction Due to Pallet Loads+Dead Loads Rs=Mot/Frame Depth Df Rp=Pallet+Dead Load/2(2 Columns/Frame) Rs= 1.49 Kips Rp= 092 Kips Fac E= 1.49 Kips Resulting Reactions Combining Seismic+Pallet+Dead Load Re=Rp-Rs Uplift Side Frame Rs Must be>Rp for Tension In Anchor Bolt Rb=Rp+Rs Compression Side of Frame Factored Values: Rb= 2.41 Kips Re= -0.56 Kips Uplift Occurs RMI Section 8.1 V= 0.3 kips applied at top shelf level No.of Frames 1 Load factor= 1.6 H/D ratio= 4.64 Less than 6 to 1 Vh= 0.48 kips M= 97.92 in-kips H= 204 inches Rv= 2.23 kips Rvn= 0.00 kips Max uplift Vu= 000 kips Uplift Date: CHECK DIAGONAL BRACING IN FRAME 4/30/2021 Bottom Diagonal Brace in Frame Lb=Diagonal Brace Length Lb=((Depth-2*Cd)2+(Panel Spacing-(2*Bo))2)112 Column Depth Cd= 3 Depth-2*Cd Lh= 38 Panel Spacing-2*13o Lv= 50 Diagonal Lb=, Lh2+Lv2 Lb Bracing Offset Bo= 4 Lb= 62.8 Inches Panel Total Horizontal Base Shear Spacing t 58 Vt= 1.06 Kips Maximum Compression in Diagonal Depth 44 End Elevation Cmax=(Lb/Lh)*Vt Load Distribution to Columns Cmax= 1 75 Kips Factored Diagonal Brace Cross Section Diagonal Brace Design Data Section Properties Diag. = 2 y _ _ Depth = 1.5 M= 0.588 Ix= 0.269 I Depth Width = 2.25 Cw= 0.064 Sx= 0.239 X Thick, T= 0.064 Ro= 1.457 Rx= 0.919 ' Area An= 0.315 Xo -1.021 xbar- 0.433 •-•-•-•-•-•-•-•-•• Extra channel when required j= ly= 0.075 J= 0.000436 Sy= 0.072 Width Fy= 36 Ksi = 0.509 Ry= 0.485 Critical Buckling Stresses Kx= 1 Ky= 1 Kt= 0.8 rrex= (rr*E/(KxLx/rx)`) rrex= 62.32 Ksi rrey= (•r`*E/(KyLy/ry)`) rrey= 17.39 Ksi rret= (1/Aro2)*(GJ+r2Cw/(KtLt)2) rret= 18.23 Ksi Tor. Fe= (1/2(3)((rrex+(rt)-((oex+rTt)2-4F rexrJt)' Ft= 15.65 Ksi = 1.517 Fe= 15.65 Ksi Pn= 4.32 Fn= 13.73 Ksi 4)Pn= 3.68 Kips 4'c= 0.85 Resistance Factor Load Factor Lf= 1.00 `I'Pn= 3.68 Kips Max. Ok Number of channels 1 Cmax= 1.75 Kips Design Ratio= 0.476 D Date: BASE PLATE ANALYSIS AND DESIGN 4/30/2021 Pe= 410 Kips Fc= 3000 psi f - Unfactored Bolt Data Dia = 0.5 I Qty = 2 Slab j Mb= 4.27 In-Kips Solve For Tension In Anchor Bolt o Unfactored Pt=-Pe[(W/2-X/3-e)/(W/2-X/3+f)] Pt= -0.15 Kips I If Negative No Tension In Anchor Bolt 714 Special Thick.= 0.375 Inches Check Maximum Stress on Slab I .333X F,=Pmax/Base Plate Area X F,= 0 106 Ksi I � 0.875 Eb= 6.875 Inches Inches + I Solve cubic equation for x value Pt X3+KIX2+K2X+K3=0 Blodgett(base plate) �— - Ec= 3 875 Inches K,=3(e-W/2) 4 Vj Kz=6nAs/B(f+e) Base Plate Width= 7.75 Inches K3=K2(W/2+f) Base Plate Depth= 5 Inches X= 8.040 Inches Solve for concrete stress Axix a (je=2(Pe+Pt)/XB Pe= 4.100 Pt= -0.151 From Pe ill ue= 0.196 Qe (Tmax= 0 196 Ksi I Actual Ok Fall= 1.800 Ksi j Allowable Axis b—►i I X I144 01 Base Plate Data Pressure On Slab From Base Plate Width= 775 Effective Depth= 5 Thickness 0.375 Check Bearing Plate for Full Load Effective Depth= 35 inches LRFD Pp= 1.7 Fc'Ae 4'= 0.75 Ae= 27.13 in` effective area RMI 7.2 Fc'= 3000 psi Pu= 5.72 kips 1.2D+1 4P+.25L per column Pp= 138.34 kips Pu= 8.43 kips RMI Eq,5 per column 4'PP= 103.75 kips Pmax= 8.43 kips Ok L� Date- CHECK b�SE PLATE THICKNESS 4/30/2021 Post Style Check Bending In Base Plate C Moment from tension side Pmax= 4.1 Kips M=PL/2 Pt= -0.151 kips Column € If Pt is negative then no tension Mb= 4.27 therefore Pt=0 3 In-Kips Mbp=Pt C 11 Mbp= 0.000 in-kips Ovh = 2.375 Thick.= 0.375 i ` C= 1.5 inches E Overhang Mbp = 0.000 In-Kips Moment from compression side I Qe M=WLA2/3 I axis a; W= 0.0982 Pli Pe+Pt L= 1.5 inches 7.75 Mbp= 0.074 in-kips Design Moment Base Plate Loading Mmax= 0.074 in-kips Properties Of Base Plate Section Modulus Sx=V*TZ/6 x-axis 47 Sx= 0.0234 In 3 1" 0.375 Allowable Bending Stress Fb=.75*Fy AISC Fy= 36 Ksi Fb= 27 Ksi Allowable Bending Moment Mall=Sx*Fb Mall= 0.633 In-Kips Mbp= Mactual= 0 074 In-Kips Design Ratio Rd= Mactual/Mallowable Design Ratio Rd= 0.116 <=1.000 OK Z� • Anchor DesignerTM DAddress: y: Date: 4/30/2021 : Page: 1/5 Software C&C Packaging Version 2.9.7376.0 1.Prolect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fe(psi):2500 Anchor type:Torque controlled expansion anchor 4).,v:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.500 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:Yes Build-up grout pad:No hmm(inch):4.44 cep(inch):6.33 Base Plate Cmin(inch):12.00 Length x Width x Thickness(inch):5.00 x 7.75 x 0.38 Smin(Inch):2.75 Recommended Anchor Anchor Name:Strong-Bolt®2-1/2"fd CS Strong-Bolt 2,hnom:3"(76mm) Code Report:ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor DesignerTM Company: Date: 4/30/2021 Engineer: Page. 2/5 Software Project: C&C Packaging Version 2.9.7376.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.2.3.4.2 not applicable Ductility section for shear:17.2.3.5.3(b)is satisfied Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:1180 Wax[lb]:530 Vuay[lb]:0 Mux[ft-lb]:0 MAY[ft-lb]:0 M-[ft-lb]:0 <Figure 1> Z fiso m tb Gib Y 0 Ft-Ib X 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strangtie.com VI Company: Date 4/30/2021 • Anchor DesignerT"' Engineer: I Page: 3/5 Software Project: C&C Packaging Version 2.9.7376.0 Address: Phone: E-mail: <Figure 2> Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Company: Date: 4/30/2021 Anchor Designer T"" Engineer: Page: 4/5 Software Project: C&C Packaging Version 2.9.7376.0 Address: Phone: E-mail: 3Resulting Anchor Forces Anchor Tension load, Shear load x. Shear load y, Shear load combined, Nua(lb) Vuax(lb) Vuay(lb) J(Vuax)'+(Vuay)'(Ib) 1 690.0 265.0 0.0 265.0 2 590.0 265.0 0.0 265.0 Sum 1180.0 530.0 0.0 530.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):1180 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 01 O2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XT 4.Steel Strength of Anchor in Tension(SSec.17.4.11 N-(lb) 0 ON-(lb) 12100 0.75 9075 5.CQncrete Breakout St en th of Anchor in Tension Sec.17 4 2 Nb=k.AAF.har1•5(Eq.17.4.2.2a) k� Al P.(psi) he(in) Nb(lb) 17.0 1.00 2500 2.500 3360 0.750Ncbg=0.750(ANc/Amo)V 5N`Ied,N`Y,NWp,NNb(Sec.17.3.1 &Eq.17.4.2.1b) AN.(m2) ANco(in2) Ca, w(m) Pc,N V/.d,N T,N 'pN Nb(Ib) 0 0.750Ncbg(Ib) 101.25 56.25 - 1.000 1.000 1.00 1.000 3360 0.65 2948 6 Pullout Strength of Anchor in Tension(Seg.17.4.31 0.750NP�=0.750P,pdaNp(f'c/2,500)'(Sec.17.3.1,Eq.17.4.3.1 &Code Report) Ty P A Np(Ib) P�(psi) n 0 0.75^N (lb) 1.0 1.00 3340 2500 0.50 0.65 1628 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Date: 413012021 Anchor Designer T"" Company: Page: 5/5 Engineer: Software Project: C&C Packaging Version 2.9.7376.0 1 Address: Phone: E-mail: R_steel Strength of Anchor in Shear(Sec.17.5.1) V a(lb) Ogrout ¢ OgroutoVsa(lb) 6510 1.0 0.65 4232 10 Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=Ok.^bg=Okcp(Am I ANco)V c.N Ved,N T.,N V'�p,NNb(Sec.17.3.1 &Eq.17.5.3.1 b) kcp Aft(InZ) ANco(InZ) PcN P.d,N V.N V'�p,N Nb(lb) 0 OVcpg(lb) 2.0 101.25 56.25 1.000 1.000 1.000 1.000 3360 0.70 8467 11,Results Interaction of Tensile and Shear Forces(Sec,17.6.) Tension Factored Load,Nua(lb) Design Strength,oNo(lb) Ratio Status Steel 590 9075 0.07 Pass Concrete breakout 1180 2948 0.40 Pass(Governs) Pullout 590 1628 0.36 Pass Shear Factored Load,Vua(Ib) Design Strength,oV�(lb) Ratio Status Steel 265 4232 0.06 Pass(Governs) Pryout 530 8467 0.06 Pass Interaction check N-10M V,,./Ov. Combined Ratio Permissible Status Sec.17.6..1 0.40 0.00 40.0% 1.0 Pass 1/2"0 CS Strong-Bolt 2,hnom:3"(76mm)meets the selected design criteria. 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Load-Carrying Capacity for Concrete Slabs on Grade Date: 1997 Journal of Structural Engineering Article 4/30/2021 Shentu,Jiang&Hsu Location: R2 I � � � / R1 Effective slab development for load support I I l � j � I / Base Plate /Slab on grade i Soil description Soil type ` Earth,dry,loose MINI ill i', • i Based on soil type 4 Qs 1500 psf Width Depth Concrete Plate Size 7.75 5 Fc'= 3000 psi The radius R1 is based on the total base palte area coverted to a circle and then r is based on the circle. Determine slab capacity when the slab thickness is given Pu=1.72x(k2R1/Ecx10^4+3.6)ftd^2 (Eg34) R1 = 3.51 Inches 89.206 MM D= 5.5 Inches 139.7 MM Slab thickness k2= 76 pcf 0.0206 N/mm"3 Sub-grade modulus Ec= 2500 ksi 17241.4 N/mm^2 Modulus of elasticity Ultimate Ft= 175 psi 1.209 N/mm^2 Tensile strength of concrete Safety Factor �= 05 2 Calculated Pu= 42.6 Kips 189383 N Ultimate load Pa=Pu/FS ASD based Pa= 21.29 Kips Maximum allowable column loading D+L Pactual= 6.04 kips Ok Ratio= 0.284 Equivalent footer size based on Qs for allowable load 2.01 feet-sq. Date: 4/30/2021 Design Summary Sheet Project: C&C Packaging Elevation C 0 144"Bay Ss S1 Building Code------ IBC 1.063 0.414 Steel Design Specification-------- AISI and AISC both based on LRFD Method Total No.of Storage Levels------- 4 Top Storage Level 17.00 Feet Frame Depth----------- 44 Inches Typical Beam Span------------------ 144 Inches Panel Spacing---------- 58 Inches Allowable Soil Pressure------------ 2000 Psf Max.Shelf Loading-- 3000 Pounds Allowable Compressive Strength of Concrete -- - 3000 Psi Avg.Shelf Loading-- 3000 Pounds Seismic Total bay load including dead---- 12.20 Max Bay Loading------------ 8.24 Avg.kips Period of vibration-Based on Rayleigh Method-down aisle T= 0.964 Seconds Kx= 1.7 Cs Seismic base shear down aisle 0.076 Ws Ws=Fs'Total bay load+dead load 0.076 Total base shear in kips------------ 0.312 Kips per rack column---down aisle Seismic base shear cross aisle 1.57 Kips per frame-based on default values 0.190 Height to depth ratio.................. 4.64 Column Type----------- C-Section IR Face 3 Thickness 0.083 CIR Depth 3 First Level Drift Design Ratio Live load+dead load+seismic--------------- 0.720 0 293 Inches Design Ratio Live load+dead load—- --------- -- 0.762 Weld Actual Or cross aisle Beam Capacity Moment Level No. Beam Connectors Connector Beam Weld in-kips in-kips 1 Seismic Connector me 3 pin connector B5000 Std. 27 10,91 2 Seismic Connector me 3 pin connector B5000 Std. 27 10.20 3 Seismic Connector me 3 pin connector B5000 Std. 27 8.17 4 Seismic Connector me 3 pin connector B5000 Std. 27 5.31 5 No storage level da does not apply da 0 0 0.00 6 No storage level da does not apply da 0 0 0.00 7 No storage level da does not apply da 0 0 0.00 8 No storage level da does not apply da 0 0 0-00 9 No storage level da does not apply da 0 0 0.00 10 No storage level da does not apply da 0 0 0,00 11 No storage level da does not apply da 0 0 0.00 12 No storage level da does not apply da 0 0 0.00 Upright Bracing Summary Vertical Leg... ... ..... 1.5 Inches Yield Fy= 36 Ksi VVidth 2.25 Inches Brace type= Ghanne': Gage..................... 0.064 Inches Ok 0.706 3'a"or-'a p,,r Base Plate Summary Slab Thickness....... 5.5 Inches Ratio= 0.420 OK Base Plate Width..... 7.75 Base Plate Depth..... 5 Base Plate Thick.... 0.375 Yield Fy= 36 Ksi Anchor Bolt Summary Anchor Bolt Description........... 112" Anchor Bolt Design Ratio 0.590 Simpson Clty/Col.= 2 Ok 37 FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET 4/30/2021 Based on the Rayleigh Method Used base shear-Longitudinal direction only Percent Total Load/Level contributing base shear-----------------> 67.00 %for seismic Distribution exponent-(k) -------------------> 1 Kx-------> 1.7 T---------> 0.964 seconds E*Ix Column Style OC 38527 Computed Distribution exponent-(k) ---- ---► 1.000 Column Column Column Column Column Elevation DL PL LL Tot.Load Cu.Load W W*h"k H 48 0.025 1.5 0 1.525 6.10 1.0300 49.4 0.10 100 0.025 1.5 0 1.525 4.58 1.0300 103.0 020 152 0.025 1.5 0 1.525 3.05 1.0300 156.6 0.30 204 0.025 1.5 0 1.525 1.53 1.0300 210.1 0.40 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 0 0.000 0 0 0 0.00 0.0000 0.0 0.00 204 0.1 6 0 6.1 4.12 519 1 Force distribution equation per level = VWxHx^k/Zwi Hi^k Pcr=7T12 Elx/(KxLx)^2 1/(1-Pui/Pcr) Level Cum F L Pcr AP 0 At Wi*Ot^2 Fi*At 1 10000 48 57.106 0.841 1.120 0.941 0.91 0.090 2 0.9048 52 48.659 1.807 1.104 2.008 4.15 0.398 3 0.7063 52 48.659 2.562 1.067 2.814 8.15 0.849 4 0.4048 52.000 48.659 2.995 1.032 3.260 10.95 1.320 5 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 6 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 7 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 8 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 9 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0-000 10 0 000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 11 0 000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 24.17 2.66 g=32.2 ft/seCA2 T= 0.964 seconds T= 2-r ZWiA^2 /g ER- i Eq 30-10 3� Date: FUNDAMENTAL PERIOD OF VIBRATION WORKSHEE'I 4/30/2021 Ss 1.06 Seismic Coeficients: S1 0.414 Soil Profile Type-D Rd= 6 Down Aisle Cs=1 2*Cv/(R*T^.667) Rc= 4 Cross Aisle Cs= 0.0757 Down aisle per column Av= 1.063 Cs= 01905 Cross aisle per frame Actual Down-aisle base shear per col.= 0.312 kips Actual Cross-aisle base shear per frame= 0.785 kips Level Drift PA Shelf Spacing Guide Line for Drift Limit Only 1 0.2934 1.79 48 .333*Column Width 2 0.6261 2.86 52 Column Width 3 0.8772 2.68 52 3 4 1.0164 1.55 52 5 0.0000 0.00 0 6 0.0000 0.00 0 7 00000 0.00 0 8 0.0000 0.00 0 9 0.0000 0.00 0 0.63 Inches 10 0.0000 0.00 0 11 0.0000 000 0 12 0.0000 0.00 0 0 293 Inches Rack Displacement Actual 3� Date: LOADING DATA ON RACK SYSTEM 4/30/2021 Special Notes: C&C Packaging Rack Elevations and Loadings Number Of Storage Levels No.= 4 Level Hi Exterior Column Check Shelf Load is for 1 Dee Level No. Spacing Loading Dead Load Sum Shelf Load _ 1 48 3000 50 12200 2 52 3000 50 9150 Beam 3 52 3000 50 6100 Level H3 _ 4 52 3000 50 3050 IiL5 0 0 0 0 Pallet Load 6 0 0 0 0 a 7 0 0 0 0 Level H2 8 0 0 0 0 i -- 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 Level H1 12 0 0 0 0 Db .4 Column Totals 204 12000 200 6.10 ppr col. Slab Top Storage Level= 17.00 Feet Pallet Height H, = 48 inches Column Loading Pc= 6100 Pounds Dead+Live Load Pc= 6.1 Kips Unfactored Bay Width Beam Depth Db= 4.18 Inches Front Elevation Rack Area/Profile: Elevation C Slab and Soil Data 144"Bay Allowable Soil Pressure Qsp= 2000 psf Qsp= 1389 psi Product Type---------- CIR Allowable Compressive Strength Concrete Column: C-Section IR Fc'= 3000 psi Shelf Loading for Seismic RMI 2.0 CA Ws=-67P+D Live load=0 p= 1 Down aisle DA Ws=(.67'PL"PLrf)+D+.25"L p= 1.3 Cross aisle Single row DA Ws= 0.670 PL"PLrf+D Maximum Pallet Load PLm= 3000 Pounds CA Ws= 0.670 P+D Average Pallet Load PLa= 3000 Pounds PIRF= 1.00 Cross aisle reduction Load coff. Pav/Pm Ratio PLRF 1.000 100% Ratio Down aisle cofficient 0.67 RMI Section 2.7.2 Cross aisle coffecient 0.67 3S Date: RACK CONFIGURATION---LOAD/LEVELISEISMIC DATA 4/30/2021 Enter Seismic Code IBC Avg.Top Shelf Load= 3000 Pounds Depth No.of Storage Levels= 4 F 44 Level 2 / Span 144 Inches H2 58 Depth Db= 4.18 Inches Bottom Panel Level 1 Spacing Inches H1 Vb Base Shear ........... _._._._ -------------_ ---- Front Elevation End Elevation Longitudinal Direction Transverse Direction Load-Level-Seismic Values Vb= 0.0757 Wp Down aisle seismic loading Vb= 0.624 kips/frame Level Spacing Loading Dead Vb= 0.312 Kips/Column Inches Pounds Load Ratio V/Level/Col Sum 1 48 2010 50 8240 0.095 0.030 0.312 2 52 2010 50 6180 0.198 0.062 0.282 3 52 2010 50 4120 0 302 0,094 0.220 4 52 2010 50 2060 0.405 0.126 0.126 5 0 0 0 0 0.000 0.000 0.000 6 0 0 0 0 0.000 0.000 0 000 7 0 0 0 0 0.000 0.000 0 000 8 0 0 0 0 0-000 0.000 0.000 9 0 0 0 0 0.000 0.000 0.000 10 0 0 0 0 0 000 0 000 0 000 11 0 0 0 0 0.000 0.000 0 000 12 0 0 0 0 0.000 0 000 0 000 Totals 204 8040 200 1 000 0 312 Kips Loads: 412 Kips 010 Kips WS frame Total D+P+L 824 Kips--Avg Seismic down aisle loading 8.24 kips Summary of Data Seismic cross aisle loading Summation of Rack Load 12.20 Kips D+P 8.24 kips Total Base Shear/Column 0.31 Kips Load Case!(1.2+.2Sds)D+(1.2+.2Sds)PL+EI Down Total Base Shear/Frame 0.62 Kips Load Case f(9-.2Sds)D+(.9-.2Sds)Plapp-EL Cross aisle LRFD Design Loadings Load Combinations Frame Column Ratio Load Factor Axial Loading 1.2D+1 4PL 17.04 852 1.397 1 Axial plus seismic (1.2+.2Sds)D+(1.2+.2Sds)PL 11.63 5.82 0 953 Date: SHEAR/MOMENTS IN COLUMNS AND BEAMS 4/30/2021 Moment Diagram of Rack Structure Level 3 Base Fixity PinnedRb= 1 Fixed Rb= 0.5 Level 2 Base Fixity ....... Rb= 0.5 Base Shear Vb= 0.312 Kips Mc Moment at Base Mb= (H1 "Vb)"Rb Level 1 lVv Moment at base Mb= 7.16 In-Kips MZ T Column Load Pmax= 4.12 Kips H1 Unfactored Mi Slab v Vb Mu= Moment Above Beam Level-Kips Mi= Moment Below Beam Level-Kips Bay Width Mc=Connection Moment-Kips Mb f - 144 In Vv=Vertical Shear-End Connection-Kips Front Elevation PORTAL MOMENT DISTRIBUTIONS Column Level Spacing Mi Mu Mc M facotored 12 0 0.00 000 f 0.00 0.00 11 0 0.00 0.00 0.00 0.00 10 0 0.00 000 0.00 0.00 9 0 0.00 0.00 0.00 0.00 8 0 0.00 0.00 0.00 000 7 0 0.00 0.00 0.00 0.00 6 0 000 0.00 0.00 000 5 0 0.00 0.00 000 0.00 4 52 3.28 0.00 1.64 3.28 3 52 5.73 328 4.50 573 2 52 733 5.73 653 7.33 1 45-91 7.16 7.33 725 7.16 Totals 201.91 Inches 16.83 Feet 1307 DATE: BEAM DESIGN WITH PARTIAL END FIXITY 4/30/2021 Beam= 65 Span= 144 Inches T= 0.059 In. YIELD Fy= 55 Ksi Inside Rad 0.07 In. From Cold Working 57.59 Ksi 1.7 Area = 0.848 In^2 Fu= 6700 Ksi 1 63 SECTION PROPERTIES 4530 stress Sx = 0.992 In.^3 237 3738 deflection Ix = 2.577 In A 4 5.00 •- ------- -- X-Axis E*Ix = 76021.5 Ksi 213 Req.Cap. 4,bMn= .9*Sx*Fy 3000 Nor. 4,bMn= 56.20 in-kips Gr= 4.92 Inv DbMn= 63.17 in-kips 2.5 Mer= 3.67 RMI impact addition 0.125 Load factor= (1.4+1.4*RMI addition)*PL Load factor= 1.575 1.2D+1.4L= 1.424 Beam weight= 37.60 END CONNECTOR SPRING CONSTANT G=2*E*lx/(Fe*L)+1 Me=W*U(12*G) Fe = 270 In-Kips/Ra G= 4.91 W=8*(Phi*Mn/L.F.+Me)/L-1.2D Memax= 6 In-Kips Unfactored Upper limit W Me= 5.54 at stress limit 2.27 Kips/Beam Factored Fe R R SPAN L 1" Wt = 4530 Per Pair of Beams Stress limit Equation for Defl.Cap when limit is U180: W=(384*E*Ix)*(U180+Me*LA2/(8*E*Ix))/(5*LA3) Deflection Limit Span divided by----> 180 Di = 0.800 In.Deflection Limit Wd =Beam Load Based on Deflection Limit = UDeflection limit Wd = 1.869 Kips Me= 4.566 at defl. limit Wt = 3738 Per Pair of Beams Deflection Limit 35 Date: Beam Weld 4/30/2021 Plastic Section Modulus L1= 0 Inches Offset L2= 5 Inches 1.625 Lf L3= 0 Inches L4= 3.3 Inches 3.375 L5 L5= 0 Inches 2.925 8.3 Inches Lv H1 L2 8.3 _ _ _ _ _ _ _ _ L4_ _ _ 1.2250 inches 2.075 FI2 Y L3 v At=Ab Center of Area _ Weld Pattern At=(L2-Y)+L1 +(L4-Y)+(L5-Y) Ab=2Y+L3 Y=(L1 +L2+L4+L5-L3)/4 Y= 2.075 Inches H1 = 1.212 Inches At= 4.150 H2= 1.038 Inches Ab= 4.150 Z=H1*At+H2"Ab Z= 9.33 Inches' Steel section Steel beam Fu= 70 ksi Vbm= 25.71 Steel Thickness= 0.059 Inches Plastiv Modulus Zt= 0.551 Inches3 Plastic Moment Capacity Weld metal 0.7 Mu= 38 55 In-Kips Fxx= 70 Ksi 4)Mn= 26.98 In-Kips L/t 140,68 0.7 Vn= 23.995 Lesser of metal or weld cPVn= 16 797 Kips Design Ratio Check Mfac= 10.91 In-Kips D+L+E Vfact= 0.76 Kips Shelf Load.. _.... 3050 Pounds Ratio=Mfac/(Wn+VfadcWn<1.03 Ratio= 0.450 Ok 3 ! Date End Connector Analysis 4/30/2021 Pu load factors from RMI Gravity load only 1.424 Gravity plus seismic 0 874 Pu 1� 0.062 drop Mu Tension T `-------------- 4O Bh y p Eh connector --------------- depth Compression C beam depth Connector dia. End connector Design Data RMI design load cases un-factored Pu= 0.7625 kips Pu=Gravity load on conn (1.2D+1.4P non-seismic)(1.2D+.85P+E) Factored Pfu= 0.67 kips combinrd with seismic Mu=moment due to fixed end moment and seismic Mu= 10.91 in-kips Factored Mu= 9.54 in-kips (D+.67P)+E Eh= 8 inches Connector Dia. ..... ...... 0.35 inches Bh= 5 inches Fy= 50 ksi y= 6.12 inches Column thick. .. . ....... 0.083 inches N= 4 number of conn. Fy= 55 ksi Fu= 70 ksi Bearing Capacity for Single Connector per AISI Pn=mfCdtFu 4'= 0.65 C=bearing factor per Table E3.3.1-1 .024<t<.1875 Pn= 6.10 kips d/t= 4.22 d/t<10 Strength PPn= 3.97 kips/conn. C= 3.00 mf=modification factor for type of bearing Table E3.3 1-2 mf= 1 Develop connector forces Conn. Force in vertical direction Conn.Force in horizontal direction Fv=Pu/N Fh=Mu/y Fv= 0 167 kips Fh= 1.558 kips Resulting Force on connector Fr= Fv^2 + Fh112 demand Fr= 1.567 kips Bearing capacity(bPn= 3.97 kips Ok Check Shear Capacity E3.4 AISI Pn=An Fn connector material 1'= 0.65 Fn= 67 ksi An= 0.096 in^2 Strength 4)Pn= 4.190 kips/conn. Ok 0 374 24.13 in-kips 40 COLUMN DESIGN CHECK--COAMI ED AXIAL AND SEISMIC Date: 4/30/2021 Description: Elevation C Q value= 0.95 Column Description: Fy= 55 Ksl El special Column E= 29500 38527 Yaxis Column Section Properties Hole Pat ! Column= special 2 1 T= 0.0830 In. '. Gross Area Ag= 0.824 In2 I ; Net Area An- 0.655 Inz Face �- - - —X axis Ix= 1.306 In' 3 Sx= 0.871 In Rx= 1.259 In I ' ly= 1.024 In4 I Min. Sy= 0.595 Ina Section Wgt/Ft. ! Ry= 1.115 In. 2.80 ; Torsional Properties Xo_ _t Width M= 1.611 Xo= -2.849 3 Cw= 2.749 Ro= 3.308 J= 0.00189 Column Cross Section (j = 0.258 Sx eff= 0.714 In•3 Critical Buckling Values ---Current Edition AISI LRFD Uex=(p2E(KxIX/Rx)2) Eq.C3.1.2-7 75.77 aey=(p2E(KyLy/Ry)1) Eq.C3.1.2-8 157.11 Uet=(1/ARoz)*(GJ+p2Cw/(KtLt)`) Eq.C3.1.2-9 62.57 Fe=(1/2fl)*((rTex+(Yt)-((uex+r),t)2-4�(,,exat)"2 Eq.C4.2-1 36.80 If First Beam Level Is Near Floor Use Second Level For Column Design Lx= 45.910 Inches Ly= 48 Inches Lt= 48 Kx= 1.7 Inches Ky= 1 Inches Kt= 0.8 Inches Concentrically Loaded Compression Members Section C4 Fe= 36.800 Fy= 55 For X<1.5 Fn=Fy*.658^(\2) = 1.223 For X >1.5 Fn=Fy*.877/(,\2) = 0.85 Fn= 29.42 ksi `Wn= 16.38 kips Frame Capacity-Vertical Load Only= 23,000 pounds Lateral Buckling Strength Section c3.1.2 Mn=Sx eff(Me/Sx) (hb= 0.9 My = Sx* Fy Me=Cb Ro A(rJey(Jt)112 Cb=1.00 My= 47.88 Mc= Crit.Moment Me= 27021 Mc= 4788 For Me>2.78*My Mc=My For .56*My<Me<2.78*My Mc=My(1-10*My/(36*Me)) Mn= 39.27 For Me<.56*My Mc=Me (�Mn= 35.34 in-kips � I Date: COLUMN DESIGN CHECK--CONT'D 4/30/2021 Section C5 Combined Axial Load and Bending Design Ratio Dr= Pu/9)c Pno + CmMux/ObMnx cl�nx—1.0 Cm=.85 rrex= (I-Pu/ Pe) �bc=.85 (4)b=.9 Pe=7r1Elb/(Kb Lb)z First Beam Level H,= 45.91 Kb= 1.7 Column Unfact Fact Fact H2= 52 Pe= 62.42 P,= 6.10 5.22 8.52 M,= 7.16 Pz= 4.58 3.92 6.39 MZ= 7.33 Nominal Axial Strength OPn= 16.38 Kips from previous page Level 1 Full Dead+Live Load Pu unfactored Puf= 6.10 Kips Pu= 8.52 Kips RMI Eq 5 Factored Pu= 8.52 Kips Nominal Flexural Strength (Wnx= 35.34 In-Kips Required Mux unfactored Muxf= 7.16 In-Kips Magnification factor= 0 984 Seismic moment factored Mux = 7.16 In-kips Factor= 1.000 Total factored moment 7.16 In-kips RMI Eq.5.for Pu Pu/cDc Pn = 0.520 Mf"Mu/(,GMn)= 0.199 Dr=design ratio Pu/q)Pn+CmxMx/4)bMnx(,\ Design Ratio Dr= 0.720 Ok Design Check For Dead Load+Live Load Only Unfactored Column Load Pc= 6.10 Kips Factored Column Load Pu= 8.52 Kips Cross Aisle 12.48 Kips Control P= 12.48 Kips Nominal Axial Strength q)Pn= 16.38 Kips (PC= 0.85 Design Ratio Pu/(Pc Pn = 0.762 Ok dz Date: BEAM TO COLUMN CONNECTION CHECK 4/30/2021 Moment at Beam to Column Connection Factored Factored Column \ Level No. Moment Beam Shear j Mc In-Kips Vi Kips 44 #A' _ _ _ 1 7,25 0,653 I 1 I 2 6.53 0.653 f I I Mc 3 4.50 0.653 Mc I I I 4 1.64 0.653 I 1 b 0,00 0.000 - - - 6 0.00 0.000 Dc 7 000 0 000 Beam 8 0.00 0.000 9 000 0 000 C nnector 10 000 0.000 11 0.00 0 Beam to Column Connection 12 0.00 0 Mca=d*(Fva 2-(R11 Nc)2)112 Allowable Shear on Connectors Fva=(Vh`+Vi`) "` ~��. Fv= 4Fu t Vh=Mc/d ' �� \ Fv= 28 ksi Vi=Ri/Nc 1 _� Tv Fva=Ab*Fv Nc=Number I Mc. Ab=Shear Area of Connector Connectors Connector Discription: Stud I I d - -• Cv Ab= 0.155 In.` Compression Zone Fva= 434 Kips Allowable Shear Ri Beam Type Includes fixed end moment Combined Forces on Connection Point Offset Connectors Shelf Weld Factored Mc Level End Conn Moment Loading Beam No. Description Ma End Mom. 1 me 24 3050 5 B5000 Std. 27 10.91 2 me 24 3050 5 B5000 Std. 27 10.20 3 me 24 3050 5 B5000 Std. 27 8.17 4 me 24 3050 5 B5000 Std 27 531 5 da 0 0 da 0 0 0.00 6 da 0 0 da 0 0 0.00 7 da 0 0 da 0 0 0.00 8 da 0 0 da 0 0 0.00 9 da 0 0 da 0 0 000 10 da 0 0 da 0 0 0.00 11 da 0 0 da 0 0 0.00 12 da 0 0 da 0 0 0.00 Connectors: =S -9tandard ndard MC Seismic Connector SP Special Welds: C Weld W Weld All Around a3 CHECK RACK OVERTURNING....TRANSVERSE DIRECTION Date: 4/30/2021 overturning based on heigth to load mass center All Shelves Loaded Top Level SEIRNUQ FORCES HORIZONTAL Vt=Total Shear Seismic Rack Hgt. Level No. Vi*H; Shelf Load Moment Due to OT Vt Horiz force In-Kips Kips In-Kips Comp -0 0.1495 1 6.86 206 236.57 12.5 0.3114 2 30.49 206 229.71 10.0 04733 3 70.96 2.06 199.22 7.8 0.6352 4 128.26 2.06 128.26 4.6 0.0000 5 0.00 0.00 0.00 0.0 0.0000 6 000 0.00 0.00 0.0 Vt Slab 00000 7 0.00 0.00 0.00 0.0 0.0000 8 0.00 0.00 0.00 0.0 0.0000 9 0.00 0.00 0.00 0.0 Cs= 0.190 00000 10 0.00 0.00 0.00 0.0 Frame Depth Ws= 8.24 0.0000 11 0.00 0.00 0.00 0.0 0.0000 12 0.00 0.00 0.00 0.0 Depth Df= 44 inches M.,= 236.6 Ra Rb Anchor spc. 44 inches Base Shear Vt= 1.57 Center of Force..... .. 150.7 inches kips Using 1.15H .............. 175.7 inches Seismic Reaction Due to Overturning Reaction Due to Pallet Loads+Dead Load Rs=Mot/Frame Depth Df Rp=Pallet+Dead Load/2(2 Columns/Frame) LRFD Rs = 6.66 Kips LRFD Case 5 Rp= 5.82 (1.2+.2Sds)D+(1.2+.2Sds)PPL+pEI LRFD Rs= 6.66 Kips LRFD Case 6 Rp= 308 (.9-2Sds)D+(.9-.2Sds)Plapp-pEL Resulting Reactions Combining Seismic+Pallet+Dead Load #= 0.7 gravity Ra=Rp-Rs Uplift Side If Uplift Exists Rs Must be>Rp for Tension P= 1.3 Cross aisle-uplift Rb=Rp+Rs Compression Side of Upright Factored Values: Loading/inch of height LRFD Rb= 12.48 Kips cpmpression Seismic 0.033 Un-factored ASD Rb= 8.8 Kips cpmpression DL+PL...... 0.029 LRFD Case 6 Rp= -1.74 Kips Uplift Occurs Fac Ue= -1.74 Kips- factored Vc= 0.78 kips Heigth to depth ratio Rhd= 4.64 N4 Date: CHECK RACK OVERTURNING----CONTD 4/30/2021 Top Shelf Loaded Only Top Load Lt = 261 Kips /r Top Shelf Ot= 101.41 In-Kips Vt 0. Cente of Gravity of Top Load Rack Height= 17.00 feet Rack depth= 3.67 feet H/D ratio= 4.64 j-Vt Slab V= 0.50 kips Frame Depth Df = 44 Inches Anchor spc. 44 inches Ra Rb Seismic Reaction Due to Overturning Reaction Due to Pallet Loads+Dead Loads Rs=Mot/Frame Depth Df Rp=Pallet+Dead Load/2(2 Columns/Frame) Rs= 2.20 Kips Rp= 1.37 Kips Fac E= 2.20 Kips Resulting Reactions Combining Seismic+Pallet+Dead Load Ra=Rp-Rs Uplift Side Frame Rs Must be>Rp for Tension In Anchor Bolt Rb=Rp+Rs Compression Side of Frame Factored Values: Rb= 3.57 Kips Ra= -0.32 Kips Uplift Occurs RMI Section 8.1 V= 0.3 kips applied at top shelf level No.of Frames 1 Load factor= 1 6 H/D ratio= 4.64 Less than 6 to 1 Vh= 0.48 kips M= 97.92 in-kips H= 204 inches Rv= 2.23 kips Rvn= 0.00 kips Max uplift Vu= 0.00 kips Uplift Date: CHECK DIAGONAL BRACING IN FRAME 4/30/2021 Bottom Diagonal Brace in Frame Lb=Diagonal Brace Length Lb=((Depth-2*Cd)2+(Panel Spacing-(2*Bo))2)112 Column Depth Cd= 3 f/ Depth-2*Cd Lh= 38 Panel Spacing-2*Bo Lv= 50 Diagonal Lb=, Lh2+Lv2 Lb Bracing Offset Bo= 4 Lb= 62.8 Inches Panel Total Horizontal Base Shear Spacing _0_t u 58 Vt= 1.57 Kips Maximum Compression in Diagonal Depth 44 End Elevation Cmax=(Lb/Lh)*Vt Load Distribution to Columns Cmax= 2.59 Kips Factored Diagonal Brace Cross Section Diagonal Brace Design Data Section Properties Diag. = 2 y � Depth = 1.5 M= 0.588 Ix= 0.269 - - �- -- 1 Depth Width = 2.25 Cw= 0.064 Sx= 0.239 X Thick, T= 0.064 Ro= 1 457 Rx= 0.919 Area An= 0.315 Xo -1.021 xbar= 0.433 - - - - - - - --` \ Extra channel when required 1 i= ly= 0.075 '4 --i J= 0.000436 Sy= 0.072 Width Fy= 36 Ksi 0 = 0.509 Ry= 0.485 Critical Buckling Stresses Kx= 1 K y= 1 Kt= 0.8 vex= (ir*E/(KxLx/rx)2) vex= 62.32 Ksi vey= (7T2*E/(KyLy/ry)2) vey= 17.39 Ksi vet= (1/Aro2)*(GJ+-rr2Cw/(KtLt)2) vet= 1823 Ksi Tor. Fe= (1/20)(((jex+vt)-((vex+(,Tt)2-4(3rrexvt)"2 Ft= 15.65 Ksi = 1.517 Fe= 15.65 Ksi Pn= 4.32 Fn= 13.73 Ksi Q'Pn= 3.68 Kips 4'c= 0.85 Resistance Factor Load Factor Lf= 1.00 `lJPn= 3.68 Kips Max. Ok Number of channels 1 Cmax= 2.59 Kips Design Ratio= 0.706 46 Date: BASE PLATE ANALYSIS AND DESIGN 4/30/202 I Pe= 6.10 Kips Fc= 3000 psi f Unfactored Bolt Data Dia.= 0.5 Qty.= 2 1 Slab j 1 I Mb= 5.11 in-Kips Solve For Tension In Anchor Bolt p Unfactored Pt=-Pe[(W/2-X/3-e)/(W/2-X/3+0] Pt= -0.21 Kips i If Negative No Tension In Anchor Bolt Special C Thick.= 0.375 Inches Check Maximum Stress on Slab I I j .333X Fi=Pmax/Base Plate Area j X F,= 0.157 Ksi I � I I 0.875 Eb= 6.875 Inches Inches it I Solve cubic equation for x value Pt X3+K1 X2+K2X+K3=0 Blodgett(base plate) tf Ec= 3.875 Inches K,=3(e-W/2) KZ=6nAs/B(f+e) Base Plate Width= 7.75 Inches K3=K2(W/2+f) Base Plate Depth= 5 Inches X= 8.700 Inches Solve for concrete stress Axix a rye=2(Pe+Pt)/XB Pe= 6.100 Pt= -0.210 From Pe j-4q,4 (ye= 0.271 I Qe i rrmax= 0.271 Ksi I j Actual Ok J Fall= 1.800 Ksi j Allowable Axis b- 0 1 X I Base Plate Data Pressure On Slab From Base Plate Width= 7.75 Effective Depth= 5 Thickness 0.375 Check Bearing Plate for Full Load Effective Depth= 3.5 inches LRFD Pp=1.7 Fc'Ae `p= 0.75 Ae= 27.13 in` effective area RMI 7.2 Fc'= 3000 psi Pu= 8.52 kips 1.2D+1.4P+.25L per column Pp= 138.34 kips Pu= 12.48 kips RMI Eq,5 per column CDPP= 103.75 kips Pmax= 12.48 kips Ok cl? Date: CHECK BASE PLATE THICKNESS 4 30i2o21 Post Style Check Bending In Base Plate C Moment from tension side Pmax= 6.1 Kips M=PL/2 Pt= -0.210 kips Column ! If Pt is negative then no tension O i Mb= 5.11 therefore Pt=0 3 i In-Kips Mbp=Pt C 1 I Mbp= 0.000 in-kips 1 [l - i Ovh = 2.375 Thick.= 0.375 1 C= 1.5 inches Overhang Mbp = 0.000 In-Kips Moment from compression side 1 I Q2 IF M=WL12/3 axis a: W= 0.1354 Pli Pe+Pt L= 1.5 inches 7.75 Mbp= 0.102 in-kips Design Moment Base Plate Loading Mmax= 0 102 in-kips Properties Of Base Plate Section Modulus Sx=1""T2/6 x-axis � Sx= 0 0234 In 3 1" 0.375 Allowable Bending Stress Fb=.75"Fy AISC i� Fy= 36 Ksi Fb= 27 Ksi Allowable Bending Moment Mall=Sx*Fb Mall= 0.633 In-Kips Mbp= Mactual= 0 102 In-Kips Design Ratio Rd= Mactual/Mallowable Design Ratio Rd= 0.160 <=1.000 OK Anchor DesignerT"" Company: Date 4/30/2021 Engineer: Page: 1/5 Software Project: C&C Packaging Version 2.9.7376.0 Address: Phone: E-mail: 1.Prolect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2,Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,f�(psi):2500 Anchor type:Torque controlled expansion anchor W,v:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3,000 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.500 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:Yes Build-up grout pad:No hmio(Inch):4.44 cep(inch):6.33 Base Plate Cmin(inch):12.00 Length x Width x Thickness(inch):5.00 x 7.75 x 0.38 Smi"(Inch):2.75 Recommended Anchor Anchor Name:Strong-Bolt®2-1/2"0 CS Strong-Bolt 2,hnom:3"(76mm) Code Report:ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560,9000 Fax:925.847.3871 www.strongtie.com -1 ' Anchor Designer TM Company: Date: 4/30/2021 Engineer: Page: 2/5 ` a r Software Project: C&C Packaging Version 2.9.7376.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.2.3.4.2 not applicable Ductility section for shear:17.2.3.5.3(b)is satisfied Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:1740 Vuax[lb]:785 Vuay[lb]:0 Mux[ft-lb]'0 Muy[ft-lb]:0 Mu.[ft-lb]:0 <Figure 1> Z 4740 Ib -Ib O lb 0 WIb X Oft-lb 0 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: Date: 4/30/2021 Engineer: Page: 315 Software Project: C&C Packaging Version 2.9.7376.0 Address: Phone: E-mail: <Figurc 2> Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com , � 1 ' • Anchor DesignerTM Company: Date: 4/30/2021 Engineer: Page: 4/5 Software Project: C&C Packaging Version 2.9.7376.0 Address: • Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Vaal,(lb) 4(Vaax)1+(Vu )-(lb) 1 870.0 392.5 0.0 392.5 2 870.0 392.5 0.0 392.5 Sum 1740.0 785.0 0.0 785.0 Maximum concrete compression strain(%a):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):1740 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,&N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis;e'vx(inch):0.00 �2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 01 X 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Na.(Ib) 0 ON..(lb) 12100 0.75 9075 5.Concrete Breakout Strength of Anchor In Tension(Sec.17.4.2) Nb=k.A.4f.hd.5(Eq.17.4.2.2a) k. Aa f'.(psi) haf(in) Nb(lb) 17.0 1.00 2500 2.500 3360 0.750N.bg=0.750(Aft/AN-)%,NV d,NW.NPcp,NNb(Sec. 17.3.1 &Eq.17.4.2.1b) ANc(m') AN-(in2) Ca,mia(In) yegN Wad,N T.N V'�p,N Nb(Ib) 0 0.750Ncbg(lb) 101.25 56.26 - 1.000 1.000 1.00 1.000 3360 0.65 2948 6.Pullout Strength of Anchor in Tension(Sec.17.4.31 0.75^N =0.750%.PA.Np(F�/2,500)"(Sec.17.3.1,Eq.17.4.3.1 &Code Report) yc,P Al Np(Ib) f.(psi) n 0 0.75^N (lb) 1.0 1.00 3340 2500 0.50 0.65 1628 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94688 Phone:925.560.9000 Fax:925.647.3871 www.strongbe.com CZ • Anchor DesignerTM Company: Date: 4/30/2021 Engineer: Page: 5/5 Software Project: C&C Packaging Version 2.9.7376.0 Address: Phone: E-mail: 8.Steel Strength of Anchor In Shear(Sec.17.5.1�j Vna(lb) Og... 0 gig,00ioVsa(lb) 6510 1.0 0.65 4232 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 0 Vcpg=okcpNcbg=Qkcp(ANc/ANca)V'mN`V'd.N KN V'p,NNb(Sec.17.3.1 &Eq.17.5.3.1 b) kcp ANc(in2) ANco(W) V.,N P d,N V',N W p,N Nb(lb) 0 OVcpg(lb) 2.0 101.25 56.25 1.000 1.000 1.000 1.000 3360 0.70 8467 11.Results Interaction of Tensile and Shear Forces(Sec,17.63 Tension Factored Load,Nua(lb) Design Strength,eNn(lb) Ratio Status Steel 870 9075 0.10 Pass Concrete breakout 1740 2948 0.59 Pass(Governs) Pullout 870 1628 0.53 Pass Shear Factored Load,V a(lb) Design Strength,o (lb) Ratio Status Steel 393 4232 0.09 Pass(Governs) Pryout 785 8467 0.09 Pass Interaction check N-10M VualoVn Combined Ratio Permissible Status Sec.17.6..1 0.59 0.00 59.0% 1.0 Pass 1/2"0 CS Strong-Bolt 2,hnom:3"(76mm)meets the selected design criteria. 12,Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com �3 Load-Carrying Capacity for Concrete Slabs on Grade Date: 1997 Journal of Structural Engineering Article 4/30/2021 Shentu,Jiang&Hsu Location R2 � _ - / R1 Effective slab development for load support � I 1 � I I � I � Base Plate �•� Slab on grade __------ Soil description Soil type Earth,dry,loose Based on soil type I 4 Qs 1500 psf Width Depth Concrete Plate Size 7.75 5 Fc'= 3000 psi The radius R1 is based on the total base palte area coverted to a circle and then r is based on the circle. Determine slab capacity when the slab thickness is given Pu=1.72x(k2R1/Ecx10"4+3.6)ftd"2 (Eg34) R1 = 3.51 Inches 89.206 MM D= 5.5 Inches 139.7 MM Slab thickness k2= 76 pcf 0.0206 N/mm^3 Sub-grade modulus Ec= 2500 ksi 17241.4 N/mm^2 Modulus of elasticity Ultimate Ft= 175 psi 1.209 N/mm"2 Tensile strength of concrete Safety Factor = 0.5 2 Calculated Pu= 42.6 Kips 189383 N Ultimate load Pa=Pu/FS ASD based Pa= 21.29 Kips Maximum allowable column loading D+L Pactual= 8.93 kips Ok Ratio= 0.420 Equivalent footer size based on Qs for allowable load 2.44 feet-sq. z W W W m 2 ti 2 O 0 2 U O W O O C C Pcckagng ces 0ceBo�ungY a go W Z 0 Ar � nc -- on , z Building Owner: GAYTEWAY BUSINESS PARK LLC 845 106TH AVE NE SUITE 102 BELLEVUE, WA 98004 SCOPE OF WORK: TO INSTALL STORAGE RACK IN NEW WAREHOUSE RACK CONTRACTOR: Contact: APPLIED HANDLING NW, A APPLIED HANDLING NW (division of DACO) FIRE NOTES: NEW SPRINKLER SYSTEM ESFR. SEE DIVISION OF DACO CORP. CONTRACTOR LIC. # DACOC**012NC ATTACHED ESFR DESIGN AND SIITE PLAN DAVID HIRES 8825 SOUTH 184TH STREET �NO' SOLID 'SHELVES j 253-395-8500 KENT, WA 98032 MAXIMUM STORAGE HEIGHT 25-0" 253-395-8585 — FAX . CONTACT DAVID HIRES 253-395-8500 Z INSIDE CEILING HEIGHT 29'11 "AT PEAK 27'4" AT WALL COMMODITY CLASS I—IV Parcel #: 31051400200700 SPECIAL INSPECTION OF RACK ANCHORS: Zoning: F1 —FACTORY—INDUSTRIAL AAR TESTING LABS _ PO BOX 2523 ALL RACK INSTALLATIONS MUST DISPLAY IN ONE OR REDMOND, WS 98052 - °' 425-881 -5441 MORE CONSPICUOUS LOCATIONS A PERMANENT o Q PLAQUE: MINIMUM 50 SQUARE INCHES IN SIZE Engineer: DAVE POLAND 217-242-4605 SHOWING IN CLEAR, LEGIBLE PRINT THE MAXIMUM PERMISSIBLE UNIT LOAD AND/OR MAXIMUM UNIFORMLY DISTRIBUTED LOAD PER LEVEL. IT IS THE RESPONSIBILITY OF THE OWNER TO INSURE THAT THE CONTENTS: Ln RACK IS NOT ALTERED SO THAT THE PLAQUE TITLE PAGE 91 INFORMATION IS INVALIDATED. SITE PLAN/SPRINKLER DESIGN DRAWINGS '�Z WAREHOUSE FLOOR PLAN V) RACK ELEVATIONS zZ RACK DETAILS c�>Z _ STRUCTURAL CALCULATIONS �jl C CITY OF ARLI:ti GTON �N 6U!L 01ti`�DEPARTMENT D) PROVED U <<.7D 'THE h € OFFICE COPY U Received mg 0 5 2021 w TTPO ROOFING SYSTEM D E F OVER RIGID INSULATION DESIGN CRITERIA OVER PLYWOOD SHEATHING OVER 2x NAILER 1. STORAGE AREAS: OVER METAL STRUCTURE I I DESIGN STANDARD IS NFPA 13 USING RELIABLE'S N25 PENDENT SPRINKLER HEAD WITH A MINIMUM FLOW PRESSURE OF 15 PSI WITH A MAXIMUM 30' HIGH ROOF. THIS DESIGN 29'-11" ALLOWS FOR STORAGE OF THE FOLLOWING COMMODITIES: HANGER LEGEND 29'-6" 29'-6' A "U"HOOK 27'4" METAL BAR JOIST AT PEAK 72 -4-7 PALLETIZED AND SOLID PILED STORAGE: PER TABLES 14.4.1 & 15.4.1 8 COACH SCREW ROD PER STRUCTURAL METAL COLUMNS (NO OPEN TOP CONTAINERS) D CLAMP W "STRAP EYE E EYELET PER STRUCTURAL A.CLASS I-IV ENCAPSULATED COMMODITIES F FLUSH SHELL MAXIMUM STORAGE HEIGHT = 25'-0" G CEILING FLANGE H SIDE BEAM BRA KET ----CONCRETE TILT WALL PANEL B.CARTONED UNNEXPANDED PLASTICS K SHORT CLIP MAXIMUM STORAGE HEIGHT = 25'-O" M ALL THREAD ROD N TOGGLE NUT CONCRETE SLAB ON GRADE RACK STORAGE: PER TABLES 16.2.3.1 & 17.2.3.1 P POWDER DRIVEN STUD R EXPANSION BOLT SINGLE-ROW, DOUBLE-ROW, & MULTIPLE-ROW RACKING S PIPE SPIKE (WITHOUT SOLID SHELVING) T (NO OPEN TOP CONTAINERS) v A.CLASS I-IV ENCAPSULATED OR NONENCAPSULATED COMMODITIES W A BUILDING SECTION MAXIMUM STORAGE HEIGHT = 25'-0" Z B.CARTONED NONEXPANDED PLASTICS FP-1 SCALE. '-0 MAXIMUM STORAGE HEIGHT = 25'-0" APPROVAL REQUIRED ar OF ARuwG'TON IDLE PALLET STORAGE: PER TABLE 12.12.1.2(c) A.WOOD RACKINGA(WITHOUT SOLID SHELVES OR 3 MAXIMUM STORAGE HEIGHT = 25')0" 3 FIRE RISE & ELE � [gin• 9 n• � I� -67TH AVENUE NE n _ ��--'—• � _..__..._ ORDINARY HAZARD " _ Wt -.... (COLLECTOR ARTERIAL) �_�II -_-__ .__ _ 1._ [ ,^^' n' tn• ROOMS' H W2 3 2 11 ® 2 P AgiAP,MT - —- —-- - - - -— - WATER NOTES M wluuM Q..-.. _ _ PY[Y`." M 12'r<1Ya12'TA NO TEE Xc muraMo c uv�a �W��- � _ THRUST BIOGK::....T _, i� X wNrna Dm"x°XaNa° 2 • ..• ....._ 1TE GATE VALVE(A,SXJ) /`� MX[W NM M 7Y d.CL52 SPOOL TO'WT e-wa umwuau wa i / I - THRUST BLOCK STATE CERTIFICATION L�•# Ws �/ J FP"1 - ��ts ATER ESML WE 12'Xe'TEE(MWL) W4.: WJ 2 TV WATER E% Nz � r ARE Hwvp�)(FLAL,O SPRINKLER LEGEND TO CITY FIRE HSD'S SHALL HAVE 5XY CONC, WMXXw 1 a t ARE HY➢'S SHALL HA L 2 SWARDS.U.N.O. ` k 12'DI.CLU VOOL rota' N7 2 WJ Y •'• .. >..-... 1Y-225-0E0 BEND(RI).1HRUS7 BLOC( ,� ,� #Mar O •I/2 I \� w4 e5»If dP,a.Sz � � •'/4 [MMT I Wg ..,. - WS ICI II. I t2'-45-DEG k 225-DEG BEND(RJ),THRUST BLOCK # WE Y-If DIP.O_52 # a[n"u d ■�,/'•n• ® '• D' ( W2 12'X5"TEE(RJdL),THRUST BLOC( X' �- oXr tn[ '• e GATE VALVE(�4 SPRINKLER HEAD LEGEND ARE HID.(211) a I I m mW. m +u m[ Xml rzm nw, d°tl1RXm my arc WR 222'»If dP,CL52 I I IS 3 -'GATE TEE(FS),THRUST BLOW AREA OF WORK J-12'GATE VALVES(RWJ) I � I WIO 47»12'dP,d52 BUILDING 'C' BUILDI3NG 'B' N1 12 WE 1&5'R),B'GATE VA E( R) FIRE NSD.(1 S z-EDLLAIaS wa / 1 I ! FF=133.00 ME INS-If DP,CL52 ALTERNATE SUBMITTAL HI WIJ 1YM8I TEE GATE UAL,THRUST IAoa • z»1Y GATE vav1G;(RXRJ).B•ure vuLE(FLd.D FlRE HID.(185R) .I I W14 20E'-If DIP.W.52 WIS 8-GA TEE VALVE (FL ARE VICE fR,RJ,WEST wrz",.,w mxw[x„o M GENERAL RAL NOTES THR SERVNE OTEE NG ■ _ _ TMiU4T BLOdGNG 'I "(e / ■ ■ xfraM p-a7WxxMi[[N)iS M'o ro MOpu'mu Y au[xxpp WIS 40'-12'DIP,CL32 2GATE vALVLS(UST S,1-e'GATE vuTE(R>,a,) XMGN NVJX M rcMM[ WIT 1YXE"TEE(FUEL),nHRusr BLOCX XWA NMMM xX�,291JEmMi X,nXMXxM MM ARE Hro.(1Bs'x) .Mrc x.,x:X[„o.nxoo.xwxo ro x { _ I I wxAMNM�[Xm,Nr,n•rxm �,�12 w18 'TE MP.BLOWODIPFFaSz slue A CAP whom M.X• Mrc WA,M.[a ""A 29iA°w'nox o M f I WI9 THE WATERMAIN SHALL RE EXTENDED NA THE ,.aXMX. M ro X,c.W[AMAwrz slut AMA4,Nrz<M BURDING'R'STEWORK CONSTRUCTION TO FOIN A Xu wnwa a�Wx�cami antes W M )m I LOOPED MAN PRIM TO SYSTY ACCEPTANCE OF THE BUILDING'1'WATER 3I'M INSTA11A101t wxnM a me 4[auvuon W McuvN n[[Mesa Mo WB L —-� pryJy 3 NRO REM 04E DG UNGERCRWND WATER VAULT!N ,aMM[M M Xrcam1 m M rMMMM C er omm 1 F REMOVE VALVES A 12XIO REDUCER:CAP PIPES AT MAN. ,a mMMa a,w. _ � _ • ABANDON EX ONSTE ARE MAINS M . 1 �- '�' — 1 i I 3 MI NEW 12'XY REDUCER(RXFL),THRUST BLOCK DESIGN CRITERIA _1 J : r GATE VALVE(R,RJ) — i — - � WR2 32'»12'dP,CL52 1 F W23 B"x8'TEE R t TRUETBDGN SEE NOTES THIS SHEET • J NORTH 5'GATE VALVE L) . ) 15'WATER ESMT. -' —..-' , �_ �--_ J E1 ARE xro.(JD.o'y +�`'•� TO CITY .. (_.- —_..... W''L�.— —,� 1 W24 RDAOVE EX WATER METER AND CAP SERNCE TAP W25 12•a8'TAPPING TEE,THRUST BLOC( 12'1, "'I�. 1,'— 5'GATE VALVE(FLN-0 PIPE NOTES ARE 4RD.(J47'R) - _ — — Wa REMOVE 2-EX.WATER METERS AND CAP SFRWE TAPS NORTHE ———_ W27 NEW 1'WATER WETER(FGR IRRIG) NEW RN P �ROgp _ (FORTE OCVA / \... AC'!-'(� R A I 3.. _� �...�.._�� W2R NEW 2'WATER METER M wM n REVISIONS / v �`1 (FOR TENANT DOMESTIC SERNCF) —�. 1 9-18-20 PD AS-BUILT SET N29 I90'NTERIOR -2'WATER EERNCE PWY,SORT) INTERIOR fdBA DENW RE W30 REMOVE EX FIRE HYDRANT A VALVE CAP AT MAIN. REWIRED DUE 10 ROADW ROADWAY WAS STIR, WC, REMOVE EK WATER METER A CAP AT MNN W32 K-B'OP,CL32 ARE UNE(REMAINED JOINTS) 4 [GMMT Md, WJJ INTERIOR ARE SPRINKLER COCA W34 ME WT.WNNECTW PER CITY SIDS SIERRA CONSTRUCTION COMPANY 97'-B'DIP,CL52 FOC UNE,RESTRAINED JOINTS 14800 NE NORTH WOODINVILLE WAY UNDERGROUND PIPE NOTES - SITE PLAN 10' J0' FLOW TEST 4s-DEGBENDWETNusTBoa JOODIBARNE,W4 9BD]2 WJS NEW 2"WATER ER MA JOXN BARNES:429-48]-9200 �,1,"��, TIP TO R'WATER MAIN(FOR TDIAN7 OOMESIIC EERNCE) 1. THIS SITE PLAN IS FOR REFERENCE ONLY, 0' 20' �' STATIC 87 PSI wJR 21'-2'WATER SERNLE,Pd,Y,SDR2 GAYTEWAY BUSINESS PARK 2. SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR ADDITIONAL SCALE I''S NTDOOR RPBA DENCE REWIRED. BUILDING C SITE PLAN INFORMATION. RESIDUAL 64 PSI 19927-87TH AVE NE 3. ALL UNDERGROUND PIPING IS TO BE INSTALLED BY A FLOW 5,000 GPM ARLINGTON,WA 98223 CONTRACTOR HAVING A VALID WASHINGTON STATE'U' LEVEL CERTIFICATION. INSTALLATION NOTE LOCATION ® SITE 4. ALL UNDERGROUND PIPE TO BE INSTALLED RODDED AND/OR ALL WORK ON THE UNDERGROUND PORTIONS OF FIRE PROTECTION DATA BY RYAN @ ARLINGTON PUD _ PATRIOT PATRIFPO99CF WWW.PATR30TFIRE.COM BLOCKED, FLUSHED AND TESTED PER NFPA 13&24. SPRINKLER SYSTEMS MUST BE INSTALLED AND CERTIFIED BY A DATE 2017 J WE 0.SNWR ra un uvw 5. MINIMUM FLOW RATES FOR FLUSHING: LICENSED CONTRACTOR WHO HAS ACHIEVED A STATE LEVEL'U' FIRE PROTECTION,INC. 4" - 490 GPM 1Q' - 2440 GPM CERTIFICATION.SUBCONTRACTING OF SUCH WORK TO PERSONS 2]0]70TH AVENUE EAST TEE:(25s)928-2290 6' - 880 GPM 17, - 3520 GPM OR FIRMS NOT CURRENTLY LICENSED AS A FIRE PROTECTION 1ACOMA,WA 98424 FAX:(25s)9zz-8150 8" - 1,560 GPM SPRINKLER SYSTEM CONTRACTOR IS PROHIBITED UNDER WAC 212-80. E DESIGNER PIEERo DEMONTE SHEET r� 6. MINIMUM BURY 4'-0". DATE 9-9-2019 FP-1 7. PATRIOT START POINT AT FLANGES INSIDE THE BUILDING. Q JOB NO. 11-2192 1 of 9 A' __ vA•.s uc Bar •c PRE-GRILL]/16 HOLE SPAN _ Ab'TOLW FD.58 IOLCO FS.825 WR JOIST BRANCHm1E �DET PRE T W/AY.S ROD ///---laCO FlG.8RT WR JOST SWAY SPACE AnACHMENI //--RILCO RG.825 B°R JOIST W'AIL MRBW ROG WELDED i0 FA END BAR / W/IOLPA FIG.SEA SWNEL W/TOLCO E A AC Eff / WAY BR FIG.T W SWNEL �mm0 fWC E25 8tlt JKF @RING HWGER SIZE ! SWAY BRACE ATTACHMEM S1WY BRACE AnAC SwA / SWAY co ATAOMENT I/T)A _ T- PER PUN (�� JOUST RUDER S`NY BWF ATACFWFN7 •F Nm A WAAEJK - WRJDsr �JOST sr SPRINKLERBRANCHLINEHANGER ON"END IgIE MINIMUM"Amu --_ - y¢°x S LAC BOLT F HL TIREI➢ROD SCKI.w PIPE MI N ANIXE FROM q ? 1 1.w PE—� MIWNUM ANOE FROM! Cl MINIMw ANGLE FROM o /FOR T PIPE �' HANGER LEGEND ti VEIRKAL PLWE l MINNUM p E NPUMUM p�,E / (LLTK;FH PER PVIG A U'HOOK gS ra J + t gy --'n%s uc BOLT �HAgDEq qND PER PLAN B COACH SCREW ROD & JA' PRE-DRIu 3/tf FOU D SM.CLAMP W "STRAP RAR,per SCH.w PIPE B°A J05T 91 SCH.w PIPES -� 'h'ANVIL FlG.206 Hlw. 8 ,D, ,Y ,P E EYELET m VBFL 'A' PRE •G' I PWE B¢E IKKE Rao F FLUSH SHELL XD. HCIE CWL LENCM SPAN A SCKImUIE RZE 4LE G CEILING FLANGE // \ WR JasT- 1�.,;.A<L THREAD ROD T 1'-S 10'-6• w'-a' 2W a Sex.I0 B/16 t/7 H SIDE BEAM BRACKET WICO no.Ioa1J \ moo M.4L J TOL,no u J � RIILO FlO.taotJ K SHORT CLIP S$WWAAY RtADE AnAORAEM `SPRINKLER MAN �wW BRACE ATTACHME SWAY BRACE AnACHMENT SPNIWOER M4N 3WAY WMCE ARICIRENT k RIXG 14WGER SIZE T2 1'-7 I-C 10'-0' Y 0 S01.10 ]td ]6 IIATERV.EO eRwE) ItLNOBUWNAL ED BRAG (LG:cIT.:01rw.F0 BRACE) (U1EALL m GRACE) MaN PIPING— PER=uN / / M ALL THREAD ROD N TOGGLE NUT LATERAL EQ BRACE LONGITUDINAL EQ BRACE LONGITUDINAL EQ BRACE LATERAL EQ BRACE SPRINKLER MAIN HANGER SPRINKLER MAIN HANGER P POWDER DRIVEN STUD All R EXPANSION BOLT MAIN PERPENDICULAR TO JOISTS MAIN PERPENDICULAR TO JOISTS MAN PA�A_L= -0 JOISTS w MAIN PARALLEL TO JOISTS p S PIPE SPIKE T 1 oz 3 GENERAL NOTES W 50'-C" 50'-0" 50'-O' -- 1. 25.2K ESFR SPRINKLERS S'-:AL_BE INS_AL_ED PER NFPA 13 SECTION 8.12.25.2K X ESFR SPRINKLERS SHALL BE INSTALLED SC THE DEFLECTORS ARE NOT MORE THAN 18" Y z NOTE: THIS IS AN EARLY S FPRESSION FAST RESPONSE S ^iKLER SYSTEM 6R ,i_NE&SPRINKLER AND NOT LESS THAN 6' BELOW :-1E CEI'LNG R tiF°A 13 SECTION 8.12.4.1.3 APPROVAL REQUIRED HEAD LOCATIONS AR CRITICAL E.S.F.R.SYSTEMS R-Q I:RE SPECIAL CONS CN REGARDING 2. BRANCH LINES ARE TO BE INSTAL rD PER S-CT N 9. _,.5.10.LATERAL SWAY BRACING PLACEMENT OF LIGHENG DUCT WORK,PROCESS RP NO, ELECTRICAL COND 4 NS, FTC. c!Tr of ARuncroN _ SPRINKLER PIPING CAN NOT BE ROUTED ARC'N CDSTRJCTIONS DU .''+-'+SF)FRICTION LOSSES, IS NOT REQUIRED WHEN BRANCH LINES ARE 5 PP�RTFJ BY HANGER RODS LESS THAN A -- - - OR LOWERED FROM ROOF STRUCTURE DL C E REQUIREMENTS \FRSTOOD THAT 6" LONG MEASURED BL7,VEEN THE TOP OF THE PIPE AND THE POINT OF ATTACHMENT 14 CX g SX SX 41 #B AY DX All c All Sg REQUIRED COORDINATION WITH THE ROOF R R'_, JOIST PANEL N ISI BRACING, DUCT WORK, TO THE BUILDING STRUCTURE. m--�--r` LIGHTING,ELECTRICAL CONDUIT,AND DEFER r NC NILL BE ACCOMP _ C "ROVIDE THE 3. 36 INCHES MUST BE MAINTAINED BETWEEN ESFR SPRINKLER DEFLECTORS AND TOP OF �.wx CLEARANCE REQUIRED FOR FOR AN ESFR S'CL1. STORAGE PER SECTION 8.126 O N ,-g � ---- _ • ----•_ -- 4. HVLS(HIGH VELOCITY LOW SPE-D)FANS SIAE'_BE CEN'ERED BETWEEN 4 ESFR g F--�g Ya SPRINKLERS AND LOCATED SO THAT THE TOP OF THE FAN BLADES ARE LOCATED A ' g MINIMUM OF 36" BELOW THE SPRINKLER DEFLECTORS. :-IVLS FANS SHALL BE WIRED TO E 91 SHUT DOWN UPON ACTIVATION OF S°RINK ER S"S EV 'HATER FLOW SWITCHES. run WtK OAx °-0 £R AT NODS ME � MBE N . " AT LEIS _ _ - _ §d z �E ALIX FLE% £e " " STATE CERTIFICATION A £ £ B - rWx Rp Ru--sN3 _ __ sR__...❑._.-s` _ --_. s_ _s -___._3 ❑ --._. RO -.._� �- Cr " �x ss £Iy� �N. gY GREATER THAN 17 �' M• TER THAW SPRINK ER GEND *I S "� THRU 2d WIDE � � fY1FIRU 26' _ I I ¢� yq MTG GREATER GREATER BRED R PIPEI' mrc TRAY,ETC. RACK ra N CONTINUOUS OBSTRUCTIONS ra GREATER THAN it TO}/"WIDE ° ,: Ql- ¢ v s x0 r.JLE m N u w < R_Ax_ wq WEK s _ _s ._. " NE SPARRRKLEFIYMTWrxE AT LE T 17 'w ■ -.- — - --.- - ' ' £3 91 ea ro £1 -J - - ~24vv POTTELECTRIC ALARM SHUTOFF GAUGE Y T SPRINKLER HEAD LEGEND I f"- ROOFDECK( aTHEOBSrAUROM <' D- — - I I '... BELL &3-WAY ( m i ♦I ' nv el 1 1 - 2"AGE VALVE __ ___. _ _.__.u• __ 1_�_ P _ y TEST-AN-DRAIN VALVE—_-_ ,wo1r - F 1 1 _ _ _ _ € w/tk"PRESSURE RELIEF VALVE O RMKE!,N25 Wa112 W POCGT m %u 25]K BRNII x/A 1ss xsr Rn _.- _ "� "•„I CI £ a G - 6 AMAS'MA300 6'POTTER'VSR-6' ;T R-! tc I Ru PUICf11T- D ]( OBI( WAt¢ x A 2W 9 I BEG RBG F1mw IUH BDgNl W I 5W RWE N/A 117 1 tY DOUBLE DETECTOR CHECK V LVE S M9LY WATERFLOW SWITCH `. _ Rp -_. _- - ❑ ❑ 7 nRU 17 WDE� �7 RIRU 17 ME Rll1Alf'J 112 R1326 ENN CPALNI JI S{( 112K BNME N/A 212 2 ❑ WCL CPBIE RNY,ETC. OR RMIG WI'N INTEGRATFC TAMFE.R SWITCHES 6"ttC0'CV 1F' £ W£Y GREATER GREATER CHECK VALVE L�j n C AOYEU'ati2 AJ226 4PAKNI H Ji 1121(BCt1'II A t65 2 T ss-e s " g " - '" £y� £;tiy 8"GRUVLOK 7050-SSO4 �% � J s TYPE 304 STAINLESS 90 8" ABLE'BEG H� H/ ^• ° M A ° .I� If OUT) B ETAMPERA SY OC TAKE ® FLEX 1EX Q, I B 7B2 T I sue_ _ s £g £ £ £ £ £Y £4 o,W _: s_ GENERA-rvaTEs ��FIqq �AirP gAWp y}tt1p - �a�q sIq qq ap s�q �iFFqq fFq I z 1r R R °F Rn R 'F `C 'C `C 'G 4 •� = Y INN 17 Wla� OR OR (1 OV2) 1-7 1I 1 DUCT,CAHIE TRAY,EIC. GREATER GRE:IIER ' L1•AUX DRAIN CONTINUDU9OBBTRUCTIONS NIPP&PLUG £ £ £X £ £_ T"TOIY WIDE ^ • " tva. tv� ma 1vs r-v ra _ 1b NO PATRIOT START POINT AT rc r< ra s•a NOTE FLANGE ABOVE WISHED FLOOR }g IF THE OBSTRUOTION Is 2a'OR GR=TER BE_BW ALL UNDERGROUND o 9E INSTAL_7 U ,;HZ S - 1HE SPRNKLER DEFLECTOR,DISREGARD R.IF rvE ry s vu o r. rx x w OBSTRUCTION B IDES rHAx 2a°BELOW THE SP—ER PROVIDE 2'OF ANNULAR CLEARANCE AF„JND - ` e - DEFIECIOR 1HE SPRINKLER MUST BE AT EE0'.Z- PIPE AS IT PASSES THROUGH CONCREE S.AB a^pJP,sr Tags,u m^. 'mxv,n°- ROSE DECK NOR¢ONFIILY FROM*NE EWE OF DIE OBSTRUCIICN. rn'I l rn s" Si - _ s Iw` BRIO WGSIEEL war ESFR SPRINKLERRAN ( °.° N _ _ _ _AT A itf rA RISER DETAIL ( t x ..1 £ 1 £1 £1 S.. : _ III 11 MPR CIA OR Eii s WNONUWS HCR. CHUNE FP-2 SCALE:I/7=i'-0" oarR.r c.cwa<In ra rw�,om GO £ o u> V OF V ~----.i �� DESIGN CRITERIA P SPR1 GREATER GREATER UNIT HEATER-- ----- --- -_--_-- £% Of�Z £% £% £ „_ £ " FOR NL OBSIeULTKK15 LOGIm W Z E S g W 24 BELOW SPRINKLER j BRANCHUNE \ h a £ £� £ " £ CONTINiMUTOY"SWIDE pN8 SEE NOTES SHEET FP-1 l�l s tyR1... AAryIY �A7Lpp �q s� ESE SPRINKLER' 'i 4 'C `C THE SPANNER MUST SE THE ELFASr i7 HEAD " rooF° OF THE 085rRlcnNl UNIT HEATER PLACEMENT - FP 2111 �.l ! PIPE NOTES O I 1. BW�EDL/GROOVED MNNS TO BE TO BLK /F _�_� 2. CF DNE 2 2. &LARGER BE FLOW PIPE F-OR r SIDLHJIMSi `MICATES UENOW a AWCHECK 4. THREADED PIEPING 70 BE SMALLER BLK TO sCH10 BLK B 8 FOR BRANCHUNE HANGERT" -- E - ❑ £} £1 £§'` £i 1 _ - o -- ` W To 1w•MaE / - x IND!cABEs LOCKBON of '12E p0 �,s O REVISIONS FIP•-' tY 1 /�`-RPAN011 INE RESMANT 1 OR OR PALMS.M S BROKERS GREATER GREATER ��-NN Im BPoWCHUME RESTRAINT P 1 9-1]-19 PD GENERAL REVSIONS i0R iABRICATION 2 9-18-20 PD AS-BUILT SEF o- I-FOR NL 5 mGlm /�•�ve°ui IA-0 LEES 7tIW�SPRNRFA ' �l AT £a £ £I £ 'X wxnxuow o99mucnoxS h W A AT Aft R " AT xO EGNE ,-B .� T •• •, I NE PRNIOfR MIST BE AT LEAST 17N w0 ular a'sm 3$ ' wmrcr rmx: - - _ _ S - ROOF DECK( OFIHEMNLaY ENDSTIWTNE EDGE -- £% £ .% £ £% ?% SIERRA CONSTRUCTION COMPANY 14800 HE NORTH WOODINVILLE WAY Is W " - n 12E woommNVILLE,WA 98072 VVV 4 CVNINUOUS HOR. 3• l • �.SIDL JGSi JOHN BARNES:623-d8T-3200 ^OTJ; �X ; �; £A W £,"h £ £ 'J,�dJ�„ ��OOM\ BRANCHUNE RESTRAIN " MAXIMUM SPACING o 1$ PER TAB E 9.3.6.4(G) --_ �GAYTEWAY BUSINESS PARK " cawunmM PRMiNacJ OR oR PIPE SIZE Cp=0.61 - �r`\ 19927 67TH AVE HE n' ry PARALLEL m BPRNNLERS (s'PFA1Eq GREATER Art r"NA" a � � I � � � � ^ � � 1• 36'O.C. / \ I ARLINGTON,WA 99223 s 12 ^ s -- - `UNICLFTnt% matm 114 39'O.C. Y w W- - LEss TMNa�4'TRaziw°,'ePRIwaER 1 Ih" 41'O.G / _ s t A CONTI DUTO LHISTRUCTIONS _- J 7 45'D.D. PA RIFP099CF � ` MATRIOT FIRE PROTECTION,INC. �. SYSTEM#1 PIPING PLAN 2' 0 ESFR OBSTRUCTION CRITERIA 27E7 AVENUE EA5T _ � BRANCH LINE RESTRAINT RISER ROOM OVERHEAD Ax 90 M TALOMA,WA 98a24 r253)92- SCAL 3/3T=I'-0' NO SCAT£ LLI 2 11 a 5' 20' ECPLE:1/4'=1'-IY , SCALE 3/3V=1'-0° DESIGNER PIETRO OEMONTE SiI.EET OATS 9-9-20 2 GF 3 FP-2 JOB N0. 11-2192 B WN S UO BOLT 'C PRE-GPoLL 3/16 HOIE SPAN _ Yx'laCO FIG.S6 PIPE'D'W TOILO FIG BPS BAR J05T EYELET BRANCHLNE W ALL THREAD WOOLL TO EA END 116'.T ROD lOLCO FM.625 RAR JOIST //-SWAY BRACE DID, l/NO FlG.625 SDI i0L :BAR JOIST �VLCO FlG.S60 SWTYII / W/TOLCO FlG.9B0 SWAEL �W/TaLO FlG.980 SWNFL SW B -.aciMENT SIIEtLL BW JOST PUN GFR SIZE (00 NCT oPPoEE) 5 Y BRACE ATTACHMENT /// SWAY SRACE ATIACHNENT SHAY BWCE ATTACH10D T W/ E 960 SNIVEL TY i—BAR J015T SW -]A.. -ACHMENT F NUi S-HER JOIST fRROFA �dasT BW JGBr asT�-REEe HANGER TYPE'E' \ -- ' ap Gau x•IwIE MININUM ANGLE FRCP I- /Wa S LTG BOLT r ALL THREAD ROD SCH.40 PIPE Q' VEIOM/Z PLANE SCH 90 PE—� MNWN All E fAGY $ V.0 VGIE FROM I5, / roR 6 RPE �(LENGIH PER PAN) A_HANGER LEGEND �� Y VERI ANGLE FROM VffITCAL P vER:I:,l BANE HWGER MN6 PER RAN 4ERDGL PUNS V7t- - - W'r Y uw BOLT 6 COACH SCREW ROD SCH.40 PIPE BW JaST PRE-DRLL 311E IOIE D BM.CLAMP W "STRAP ON?JUST SCH.40 RPE ANv,L F:c.206 CR. 1. 9' 'E' 'F E EYELET SIDE EFFM 6RMA(ET LWEL •A' PIPE 'C PPE SIZE IIOIE ROD F FLUSH SHELI. W/W NUi N WASHFA NO. NGF aY. LENGTH SPM' •SCHEDULE SIZE SIZE G CEILING FLANGE / 5� JpST— W'ALL THREAD ROD T 1'-Y tad 10•d 2W W SCH.10 9/16- 1/r H SIDE BEAM BRACKET IDICO FO.1ao1J \\\ IaCO FlG.H J TOLCD NO.4L J TgGD M.IDOtJ 8%NG HANGER SIZE K'I SHORT CLIP y$�MpAY SPACE ATTpCryMENT `SPRINNIER WJN S$NNNf4Y BRACE ATTOLHI£M y$wNAAY BRACE AnMHNENT SPRxDER WN MUM, ATMCHLRNi p�p�„ T2 1'-5 10'-a 10,-U Y W YJ1.10 7/1C 3/6 M ALL THREAD ROD ` (CVTERAL EO BRACE) l�xaluDAAA ED BRACE) (L M(NCR .EO EPACE) LIATEA/L EO BRIEF) WYH RPNG— N'TOGGLE NUT LATERAL EQ BRACE LONGITUDINAL EQ BRACE LONGITUDINAL EQ BRACE LATERAL EQ BRACE HANGER TYPE'E' HANGER TYPE'T P I POWDER DRIVEN STUD .. R EXPANSION BOLT MAIN PERPENDICULAR TO JOISTS MAIN PERPENDICULAR TO JOISTS MAIN PARALLEL TO JOISTS x MAIN PARALLEL TO JOISTS S PIPE SPIKE T U V o ESFR SPRINKLERT W NOTE: THIS IS AN EARLY SUPPRESSION FAST RESPONSE SPRINKLER SYSTEM. BRANCHLINE&SPRINKLER HEAD / \ X HEAD LOCATIONS ARE CRITICAL. E.S.F.R.SYSTEMS REQUIRE SPECIAL CONSIDERATION REGARDING RA/B NCHLINE� Y PLACEMENT OF LIGHTING,DUCT WORK,PROCESS PIPING, ELECTRICAL CONDUIT RUNS,ETC. Z SPRINKLER PIPING CAN NOT BE ROUTED AROUND OBSTRUCTIONS DUE TO INCREASED FRICTION LOSSES, EQ. o APPROVAL RPCc:RED OR LOWERED FROM ROOF STRUCTURE DUE TO CODE REQUIREMENTS. IT IS UNDERSTOOD THAT ( C_ITY OF ARMNGTON REQUIRED COORDINATION WITH THE ROOF STRUCTURE,JOIST PANEL POINTS,JOIST BRACING,DUCT WORK, UNIT THEATER— _— LIGHTING,ELECTRICAL CONDUIT,AND OTHER PIPING WILL BE ACCOMPLISHED TO PROVIDE THE - a CLEARANCE REQUIRED FOR FOR AN E.S.F.R.SYSTEM. BRANCHUNE 0�x ESFR SPRINKLE 4 o6 6 7 8 9 (HEAD s yIyx" 50'-0" 50'-0' 50'-0" 50'—Y' 50'-0" 45'—IT UNIT HEATER PLACEMENT r r r �. FITTING LEGEND -P-11E LIT SEISMIC BRACING LEGEND -_. TH_ — ma va r-W ra va ra va A•a root DECKEZPRI ER si.EAT t&st zP .. BRACE N0. TO BE BRACED SIZE & LENGTH MAX LENGTH TO PIPE ATTACHMENT BRACE ANGLE uLYro EmE �+ SIZE OF PIPE BRACE PIPE BRACE PIPE ATTACHMENT STRUCTURAL MINIMUM P,E kLY - � RxP SB-1 6' SCH10 11/4" SCH40 10'-6" FIG 1001 FIG 825 60' B -— SB-2 6" SCH10 11/4" SCH40 9'-0" FIG 4LA FIG 825 60' A_" SB-3 4" SCH10 1" SCH40 T-0" FIG 1001 FIG 825 45' a STATE CERTIFICATION SB-4 4" SCH10 1" SCH40 7'-0" FIG 4LA FIG 825 45 ' _ SB-5 G' SCH10 1" SCH40 7'-0" FIG 1001 FIG 825 45' SPRINKLER LEGEND GREATERTHAN1SB-6 6" SCH10 1" SCH40 7' 0" FIG 4LA FIG 825 45° " T°W26Wr c�aTER cRUER TTMRD'a E Y } ^Y MOT.CADDIE PIPEORRPE SB-7 G' SCH10 1" SCH40 7'-0" FIG 1001 FIG 825 45' + K rRay.Ec. RAG - Ax, SB-8 6" SCH10 11/4" SCH40 10' 6 FIG 1001 FIG 825 60' rp- Y ^Y 6=_ ^Y dt: " • °� __^ �r Y Y al=_ ^Y c0xnxuouso9aTRucnoxa - b S8-9 6 SCH10 11/4 SCH40 10'-6" FIG 1001 FIG 825 60 'a PA__ • DRPATERTNArvrz-onrwDE " ' • & SB-10 6" SCH10 11/4" SCH40 9'-0" FIG 1001 FIG 825 45' ro " ■i SB-11 4" SCH10 1° SCH40 T—O" FIG 1001 FIG 825 45' 0 E�RNMEI VIE BE AT LOST 12' — "' FORMDNTNLY FROM THE ENE SB-12 4" SCH10 1" SCH40 10'-5' FIG 1001 FIG 825 60' wDox OF MEO�TMICTNN SB-13 4" SCH10 1" SCH40 7'-0" FIG 4LA FIG 825 45' - 04 SB-14 G SCH10 11/4 SCH40 10'-6" FIG 1001 FIG 825 60' xp NQ NQ AQ eA AO NQ eQ M� U w y SPRINKLER HEAD LEGEND �LRWH .,�Rm&Ea NsOhl ti � , \ JIM MM�ETIEMIL R 1 5.&L �H OX//AA INS s ' ' (A-e7 a4 x-a WCTrGB IRrVY,ETCEJ GREATER GREATER `FlPkI'IC u IY DUDE - q1 x ROOF DECK ( •OfFSLT AT CiNOER ^' 411 A ------------- p �Z. \' � tr 12' GENERAL NOTES 2 p 1r-I OR OR \_r NNU it WIDE OucT,CABLE 1RAY,M. xu,utn",wo u,xT m e, nxc a,:.RPNC a o on ry wrmrca - GREATER' GREATER _ i 1 xN S•A M1 W .IP x CONnxMWS D9aTRODTwx9 ... '♦iE� �C Y TO 13-WIDE ( T cmao.uu"mi NO 9CIlE wur u.rn x",A on. x` xi gad - x IF..1E cRST.,"C"IGN=2 OR GREATEN- xI j F DW THE 11I aS�CTGR a EOARD R.If THE E sh .a n x sM pµ Obs'RLCTaJ SS'w,N 2RLOW THE SPA�7N(I�R r CIA , iW ,x.,. eN,. , N \9µ \'µ , N-N N w 68 ROP`OFtl( HOaIZOH_t�1 11 S R,K.��IIa BI11 DBSE P�IRIiCiION. ,xnX ca I SYSTEM #2 U �� a ,1oc e,nxnol DR•N Ez Jan D .—I W�"xo,,"x N�,I„fo N� I Ili xNl $ — --- W I �W I -- �— TYPICALNHANGER TO BE i^ ^� - I. — OFFSET AT tlROER qw xN a -xe I /. C e M7CF / DESIGN CRITERIA a '4E'U.N.O. _ _ OR OR e_x xW I l ) _„ P.„ xN • ---- a x '. N P uCOVO'R O"INiIFRs GR-A R GREATER •-" 4s w x i E s i \'µ 1 ¢n ¢N ¢ v-0 �R L aN q xW N x 1� R e qR AL OBSIRUCRDNS LOCATED + xW $ •\ .£SS—11 RP-OW SPMNgfA =y xN a W W W x W --_ �`„ CDNi1NADD3D STRDLTLNS SEE NOTES SHEET FP-2 1114'TO 3"WILE xD scuE >rd e-o Ih A-" T-" 5X'N , tx K, " x TTHHE✓'T NL. UST BE AT LEAST T2 ' x �� WR, T� —THE EDGE PIPE NOTES 1�Txx a TPE caste c:ON 1. WELDED/GROOVED MAINS TO BE SCH10 BLK :xN xNl zW ° ' zN - 2. BRANCH ONES 2+h'&LARGER TO BE FLOW PIPE • , 14-N N ea p 3. BRANCH ONES 2'&SMALLER TO BE SCH10 BLK x� y 1� x , Y s x x x N a z x xW xN x x LL xW i cONneuOus HER. 4. THREADED PIPING TO BE SCH40 BLK E LL d D, xN x a x x; x s xW i x xW �� : ',]N zR x& xn v.TD Ivr DUDE '..r 1 r T e°RRID%G srza Jonr N ll au }an �/ REVISIONS 1 x -- xo ws n oDCNNDx 1 1 9-17-19 PD GENERAL REVISIONS FOR FABRICATION PNMLFIN➢MI SPIIhNIRS�GR t. TER 2 8-13-20 PD AS-BOAT SET j .1xW L—G R ML OBSTRNCTNINS LOCATED AN 1 HE-SPRINNIS _ \qx� W a 11 2. AsaN CONTINUOUS OBSTRUCT ONS S8 xM1,(+]P l NA 4E bi 4 'l^Ix 6i I SN•To l-WOE < g, , � I DER Null BE AT(FAST 17 xxuT.m, HCRI ILY FRaI TIE EDGE d5 RX oEa OF THE�slRuc roN „SIERRA CONSTRUCTION COMPANY N xW x µ a x x' ;O D INVI NORTH 9 001NWLLE WAY I WOODINNEN NORTH 88D72 x x x. JOHN BARNES:425-487-5200 NI10113 HOR. x xn zN� N $ zW x N 7/ wR— IF ORM 'SR}L JafiTx W 3 x z x xN, x i zx zn i x i � xx s12 - u TDv WDEj 199 D7NC—'67TH AVE HE IN W c N UR a LMS R" oft" �� I _ ARL NGTON,WA 98223 x PAFPLi'_'0 SPAIHK ERS C:A i R[�,R OR NL p�TRUCIIONS LOGiEp t� _ �'... drc xxur Ssm al mFWll WuxA'-M� e I S55 iHW f BELOW SPPoXKtI;R LONT NUOUS OBSTRUCTION3 PATRIFPOGBCF D.TDW..WDE FIRE WWWPT TF E G xD ScvE J F1L s„X 1s salt��.m SYSTEM#2 PIPING PLAN 2' °' ESFR OBSTRUCTION CRITERIA PROTECTION,INC. C —-- 2707 VI AVENUE EAST L(253)92-1.TACOMA,A,WA 98424 FAX.,253J 322-E150 0' 20' _ SGiE.l/3Z I R CFSIGN"R SHEET PIETRO DEMONTE S' /V/J� SCALE 3/3P=,'-0" Onl 9-9-2019 3 OF 3 FP-3 JOB ENO. 11-2182 0 2 U S t (�r Li �( E m O � 2 ; rt 27 101 1 d S tl T 1 I A I A A A A A A A _ k 1 4, A,a mmm 35 8 e il�ll Tunnel ay A A A A A e U Lj Tunnel Bay 1 A � C ' ,...xF��f x�'t w doKv«,.+�„a,, ,u ✓�1"wh�„�,�.�'�' k,^mkw�w. ..r.,.saxu...,. ' 3 it Z�� p U r J O Yp N p Oi O �W O yp C_ C O O Q 0 O Q E .7 ❑ B B B B t 1 ❑..i B 1 22-F B �'cr0 :� NON w0 -_ L_ -— —---..-- --- ---- - L 0 l2 NQ S.POL chi WA3y�A y L7 I4 N �O 52913ISTIS 4� ��SSIONAL��G`� L� \ ii m w rn m � m x — m = U o a °p w o z Elevation A Elevation B o o W z Notes: a �8'-10" 1. MINIMUM YIELD (Fy) AND ULTIMATE (Fu) STEEL SHALL BE AS FOLLOWS: (a) BEAMS AND COLUMNS Fy = 55KSI Fu = 70KSI --- (b) BRACING STRUTS Fy = 36KSI Fu = 58 KSI 4'-4" ' 'N (c) BASE PLATES Fy = 36 KSI Fu = 58 KSI (I ti II 2. MAXIMUM RACK LOADS PER LEVEL PER PAIR OF BEAMS SHAL o y BE: 41,41. (� — 1'-10' �� i " SEE ELEVATION DRAWING 2 11 � 2)' 3. CONCRETE SLAB IS GIVEN AS 6" THICK WITH fc' = 4,000 PSI 4. ALLOWABLE SOIL BEARING IS 2,000 PSF FOR GRAVITY LOADS 5. TIE DOWN ANCHORS SHALL BE SIMPSON STRONG BOLT2 " 4 4 �� 1 10 DIAMETER 2 PER BASE PLATE WITH 3 "' IMBEDMENT. SPECIAL j 2,000# \ ;) I I INSPECTION IS REQUIRED AND WILL BE COMPLETED BY AAR I TESTING LAB PO BOX 2523, REDMOND WA 98052 TEL iL �--___I �,� 425-881-5441 1,000# a, 6. POST LOAD SIGNS NOT LESS THAN 50 SQUARE INCHES IN AREA SPECIFYING THE DESIGN CAPACITY AT CONSPICUOUS LOCATIONS 7. IF ANY DISCREPANCY OCCURS CONTACT THE ENGINEER FOR CLARIFICATION. z � w .. p U O d Elevation C N n m � 3 4'-4" O Q 4'-4" --- ----- ------ 4'-4' '� A' N 3 000# >� �N i5 I. 3 W0 36 q B Q �G g C CJ I c � rn H�a B U �� ip H �a S.PO v gQ,��gF WdSy�y �O 12113 �Ww Q ti 6p O '�'r 'r 3• 8" coLLJ co O CO 0 0 0 0 I� ED O o 7-3/4" d co m d (:D CD 0 0 C� v VARIES /" 6• S.:co cz) 2 U 2 FRONT VIEW-GRAVITY LOCK FRONT VIEW-INTERCHANGE FRONT VIEW-T-BOLT D ^ 3/8"THK IO A A A \ I I r 3/8'THK A A T � o T- �c m T 1/B" 6 1/4° SIDE VIEW W/O HOLES SIDE VIEW W OLES SIDE VIEW W/HOLES IG LM T TB TUBE CROSS SECTONS ^^ 3/" HORIZONTAL y L 6.5'X 8"X 8 BASE PLATE S 5x7 BASEPLATE o Z 21 O CROSS BASE t{rOF ANCHOR ANCHOR ANCHOR 5 Q ROW BAY PART NUMBER COLUMN SECTION A" B" C" T" D" PLATE ANCHORS DIAMETER EMBEDM'T LENGTH 5" ROW BAY A" B" T" ROW BAY A" B" T" 135"THK ALL All Upright LMT C 240 3 3 .083 1 S 4 1 2 3.75 5.5 � ALL ALL 1" 2 1 4" .069 ALL EHR 2 1 4" 1 1 2" .069 135"THK r-_ - - - 1/8" - i ST3 3x5 BASEPLATE ST4 4x5 BASEPLATE 1 UPRIGHT COLUMNS (DBASE PLATES 3 HORIZONTAL STRUT 4 DIAGONAL STRUT I� 11 I 3" 1 DIA. U" 1,y7/16" o 1 7/16° " I 1 7/16" 3 """"RRRRYYYY 3" I ; I Z c I ® 'b o ____J " d M o 4 o ® Q O ® 0 0 i FI Q O i� O rn STANDARD BRACKET T-BOLT BRACKET T-BOLT BRACKET ADJUSTABLE BRACKET c 3-PIN BRACKET Q) IG IGM TB TBX A ".. SEE CHART 1 FOR SIZE/LOCATION C Q o O Q E (D.LOAD BEAM TO COLUMN CONNECTIONS 6 ANCHORS 8 cf, 5 >ze BEAM TO COLUMN W o N N 2 3/4' ROW BAY LEVEL PART NUMBER CONNECTIO WELD A" T" LENGTH ROW QTY X. C',E5 04 t i ALL A ALL Beam 1061 16ga IG S 3.5625 .059 106" ALL X m rn ALL B ALL Beam 1061 16 a IG S 3.5625 .059 106" (D Z ALL C ALL Beam 1441 16 a IGM S 5 .059 144" - "------'-- - Z e 11.1 .102"THK Q Q 00 $s Nef z 4 0.408' 53 a' (2)REQ'D N Q BEAM SECTION - - - - Ilk p 1' 1° U �$ ��1.1 (2)REQ DSLOT W a°P-WA ° g P F NASy S Ic A 4 Ewa �.� (DLOAD BEAMS 8 ROW SPACERS ISOMETRIC VIEW �52919b �W� N TYPr C WELD T1PE A WELD �S\ crs4aa G\ _ \ TYPE S-STD WE I °JONAL 3,y2t 3 W � ti 0 0 HIGH-PILED STORAGE AND HAZARDS ANALYSIS Prepared by: NRC � CONSULTING Warren Burns, CFPS, CFPE nrgfireconsulting.com 4000 Aurora Ave N, Suite 222 Seattle, WA 98103 (206) 789-0165 Project: C & C Packaging 20015 671h Ave NE, Building C Arlington WA ■ Prepared on: May 5, 2021 Prepared for: Andy Fortino— Project Manager Pattison General Contractor 15223 NE 901h St, Suite 140 Redmond, WA 98052 206 851-9551 (m) 425 497-8222 (o) andvf@pattisongc.com Table of Contents EXECUTIVESUMMARY..................................................................................................................................2 THEOCCUPANCY...........................................................................................................................................2 CODES AND/OR STANDARDS USED IN THIS REVIEW....................................................................................2 COMMODITY DESRIPTIONS...........................................................................................................................2 METHODSOF STORAGE................................................................................................................................3 FIRE SPRINKLER PROTECTION .......................................................................................................................3 OTHER HIGH-PILED STORAGE REQUIREMENTS............................................................................................3 SUMMARY.....................................................................................................................................................3 ANNEX- IFC REFERENCE TABLE....................................................................................................................4 EXECUTIVE SUMMARY Based on review of commodities to be stored and storage methods proposed for the Arlington location, and the existing level of fire protection in the proposed site, this occupancy will be compliance with the International Fire Code (IFC) Chapter 32 for High-Piled Storage with storage as planned and proposed. THE OCCUPANCY The building is located at 20015 67t"Ave NE, Building C, in Arlington WA. Construction Type is III-B and Occupancy Use is F-1 with accessory-use Type B.Total building size is approximately 31,621 square feet. The building is fully protected by an automatic fire sprinkler system and a fire alarm system, both complying with Chapter 9 of the IBC. CODES AND/OR STANDARDS USED IN THIS REVIEW International Building Code(IBC)—2018 edition International Fire Code (IFC)—2018 edition National Fire Protection Association (NFPA) codes and/or standards: NFPA 13, 2016 edition—Standard for Installation of Sprinkler Systems COMMODITY DESRIPTIONS The bulk of commodities to be stored at this facility are Class I— IV commodities as classified by the IFC and NFPA. Example of the primary commodities: Metal components with minimal plastic trim, cartoned Class I Cardboard cartons, unassembled in neat piles Class III Appliances (exercise equipment), cartoned Class II Expanded plastic packing material, on pallets Group A METHODS OF STORAGE Rack storage will be utilized near the rear(north) end of the space, with one row of double racks and one row of single racks.A smaller set of single-row racks will be placed near the front (southeast) corner. All racks will have a top rack level of 17 feet above finished floor, with maximum storage height of 25 feet. Racks will be used to store Class I—IV commodities with extremely limited quantities of unexpanded plastic trim on some cartoned items. The Group A expanded plastics will be stored on pallets on the floor, less than 6 feet in height. Maximum of 4-8 pallets. FIRE SPRINKLER PROTECTION The entre space is protected by an ESFR sprinkler system, designed for K 25 sprinkler heads flowing at 15 psi each from the most hydraulically demanding 12 sprinklers. Ancillary(office)space, riser and electric rooms are protected to an Ordinary Hazard I (OH1) density. Table 16.2.3.1 (NFPA 13) allows for up to 25 feet of rack storage under a 30-foot ceiling height of Class I- IV combustibles under the above-described ESFR system. Table 17.2.3.1 (NFPA 13) allows for up to 25 feet of rack storage under a 30-foot ceiling height of Cartoned unexpanded Group A plastics under the above-described ESFR system. Table 14.4.1 (NFPA 13) allows for up to 25 feet of palletized and solid-piled storage under a 30-foot ceiling height of Class I-IV combustibles under the above-described ESFR system.As the small quantity of expanded Group A plastics falls well below 15%of either volume or weight of the stored commodities it can be protected as a Class I-IV commodity per Figures 3203.9(1) and (2) of the IFC as a mixed commodity. OTHER HIGH-PILED STORAGE REQUIREMENTS Using Table 3206.2 of the IFC (see annex below) and using Commodity Class I—IV, 12,001—50,00 sq ft of high-piled storage, an automatic fire-extinguishing system is required, and provided.A fire detection system is not required, and fire access doors are required and provided. Smoke and heat removal is not required under exception "h" due to the ESFR sprinkler system SUMMARY As currently proposed the high-piled storage at this location will meet all requirements of the IFC and NFPA 13. ANNEX - IFC REFERENCE TABLE IFC (2018 edition)Table 3206.2 TABLE 3206.2 GENERAL FIRE PROTECTION AND LIFE SAFETY REQUIREMENTS ALL STORAGE AREAS(See Sections 3206,3207 and 3208)° SOLID-PILED STORAGE,SHELF STORAGE AND PALLETIZED COMMODITY SIZE OF HIGH-PILED STORAGE AREW(square STORAGE(see Section 3207.3) CLASS feet see Sections 32062 and 3206.3 Maximum Pile Maximum pile )1 1 Automatic fire-extinguishing Fire detection system Fire department access Smoke and heat removal Maximum Permissible system(see Section 3206A) (see Section 3206.5) doors(see Section 3206.7) (see Section 3206.8) dimension` storage height°(fee[) volume(cubic (feet) feet) 0-500 Not Required' Not Required Not Required Not Required Not Required Not Required Not Required 501-2,500 Not Required' Yes• Not Required Not Required 120 40 100.000 2,501-12.000 Open to the public Yes Not Required Not Required Not Required 120 40 400,000 1-IV 2,501-12,000 Not open to the public(Option 1) Yes Not Required Not Required Not Required 120 40 400.000 2.501-12,000 Not open to the public(Option 2) Not Required' Yes Yes Yes"' 120 30° 202.000 12,001-90.000 Yes Not Required Yes Yes"' 120 40 400.000 Greater than 500,000' Yes Not Required Yes Yes" 120 40 400.000 0-500 Not Required' Not Required Not Required Not Required 60 Not Required Not Required 501-2,500 Open to the public Yes Not Required Not Required Not Required 60 30 75,000 High hazard 501-2.500 Not open to the public(Option 1) Yes Not Required Not Required Not Required 60 30 75,000 501-2,500 Not open to the public(Option 2) Not Required' Yes• Yes Yes^,' 60 20 50,000 2,501-300.000 Yes Not Required Yes Year, 60 30 75,000 Greater than 300.000' Yes Not Required Yes Yesk, 60 30 75,000 --:-- .. --.-. -:--,,.nwwe•aza.cc��-.o•re z«ea«zra.««u.zu,a uK, _. _-,-.. ,-.E,,,a�wwm,a..aa,a.m smazaan«a aza a __ ._ -_ nep,.-_- --:^vc:e•.Here reoareeWmer ------:aa:essr ma n+«spe7airmracn rarwads vaNmmrde ana ro*-.- _--.„ - -:ea where zunaae., -_- - --, ,.- -_ _,_--.:zrs�,earesro+xm,e.auww(m.z)'«uumz:ne : _ •----_ ...::.- z�-,-re ;3- .-v=vn ra. CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT Permit#:3897 19927 67TH AVE NE PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#:31051400200700 Valuation: 17400.00 OWNER APPLICANT CONTRACTOR GAYTEWAY BUSINESS PARK,LLC Applied Handling/DACO Corp. Applied Handling P.O.BOX 1727 8825 S. 184th St 8825 S 184th St BELLEVUE,WA 98009 Kent,WA 98031 Kent,WA 98031 253-395-8500 253-395-8500 LIC:DACOC**012NC EXP:04/20/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: 2018 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: 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. IBCI10/IRCI 10. 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. D"'Utr,4 Signature Print Name Date Released By 4 Date CONDITIONS Adhere to approved plans.Approved permit and plans shall be onsite during construction.Call for all inspections and special inspections. 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 05/20/2021 Building Permit Fee $426.41 05/20/2021 Processing/Technology Fee $25.00 05/20/2021 Building Plan Review Fee $277.17 Total Due: $728.58 Total Payment: $0.00 Balance Due: $728.58 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 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT Permit#:3897 19927 67TH AVE NE PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#: 31051400200700 Valuation: 17400.00 OWNER APPLICANT CONTRACTOR GAYTEWAY BUSINESS PARK,LLC Applied Handling/DACO Corp. Applied Handling P.O.BOX 1727 8825 S. 184th St 8825 S 184th St BELLEVUE,WA 98009 Kent,WA 98031 Kent,WA 98031 253-395-8500 253-395-8500 LIC:DACOC**012NC EXP:04/20/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Misc CODE YEAR: 2018 STORIES: CONST. TYPE: DWELLING UNITS: OCC GROUP: 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. IBC110/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. Signature Print Name Date Released By Date CONDITIONS Adhere to approved plans.Approved permit and plans shall be onsite during construction.Call for all inspections and special inspections. 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 05/20/2021 Building Permit Fee $426.41 05/20/2021 Processing/Technology Fee $25.00 05/20/2021 Building Plan Review Fee $277.17 Total Due: $728.58 Total Payment: $0.00 Balance Due: $728.58 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 �Ay Q �• COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will not be accepted. 4A One (1) City of Arlington CommerciallMulti-Family Permit Application (One (1) permit application per building or structure is required) One (1) City of Arlington CommercialiMulti-Family Submittal Requirements Form Two (2) Architectural Drawings Two (2) Structural Drawings Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) ❑ One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360) 403 3551 or by email to Pre App Appointment Request. acknowledge that all items designated above are included as part of this application. REV 2019 Page 1 of 7 �AY Q �• COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code (IFGC) 5. 2015 International Fire Code (IFC) 6. 2015 Uniform Plumbing Code (UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2017 Accessible& Usable Buildings and Facilities(ICClA117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 &51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards. Administration. and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1.500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 &IRC R401.4.1) D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18" X 24". or maximum 30"X 42" paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible. with scaled dimensions. in indelible ink,blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction. that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 7 �• COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN —,REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer, gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. 0 ARCHITECTURAL DRAWINGS 1. Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. Floor Plan a) Plan view 1/8°minimum scale. Details a minimum %.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. j) Show the location of all new walls, doors,windows,etc. REV 2019 Page 3 of 7 G1T� 0� �• COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %.-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. [va SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One (1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 7 �Ay Q �• COMMERCIAL REMODEL PERMIT APPLICATION N Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler./'alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler'alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at (360) 403-3551 or by email to ced@arlingtonwa.gov Application by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 7 �za °, �• COMMERCIAL REMODEL ��ljNG,�p PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION PLANS, TWO(2) SETS OF SPECIFICATIONS, TWO(2) SETS OF STRUCTURAL CALCULATIONS,ONE (1)SETS OF NREC ENERGY CODE APPLICATIONS AND ONE(1) OCCUPANTS'S STATEMENT OF INTENDED USE. Type of Permit: ( ) Commercial Remodel ( ) Commercial Addition (,.,) Tenant Improvement Project Address: 19927 67th Ave N E Building C Parcel ID#: 31051400200700 Project Description: Install Storage Rack Legal Description: Project Valuation: $17,400 Gayteway Business Park LLC Owner: Phone Number: Address: 845 106th Ave N E Suite 102 City:Bellevue State: WA Zip Code:98004 Contact Person:David Hires Phone Number: 253-850-8500 Cell Phone: 253-569-2219 E-mail: davidh@appliednw.com Address:8825 S 184th St City.Kent State: WA Zip Code:98031 Contractor: Applied Handling, a division of Daco Phone Number: 253-395-8500 8825 S 184th St Kent WA 98031 Address: City: State: Zip Code: Contractor's License Number:DAC OC**012 N C Expiration: Plumbing Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: REV 2019 Page 6 of 7 G1T� 0� �• COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 Project Name/Tenant C&C Packaging Services Site Address19927 67th Ave N E Bldg./Unit/Suite C IBC Construction Type 11113 IBC Occupancy Type F-1 Description of Use Storage of Materials Building Square Footage 64,280 Number of Storiesl Square Footage per Floor64,280 Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...) ❑ Hazardous materials High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. 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. Applicants Signature David Hires May 04, 2021 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2019 Page 7 of 7 Permit#: 3897 Permit Date: 05/17/21 Permit Type: COMMERCIAL RACKING Project Name: C&C Packaging Services Applicant Name: Applied Handling/DACO Corp. Applicant Address: 8825 S. 184th St Applicant, City, State, Zip: Kent,WA 98031 Contact: David Hires Phone: 253-395-8500 Email: davidh@appliednw.com Scope of Work: Racking Valuation: 17400.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 05/20/2021 Permit Expires: 11/13/2021 Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 19927 67TH AVE NE STE GAYTEWAY 300 INDUSTRIAL/ 31051400203700 100 BLA#201907225010 BUSINESS PARK, MANUFACTURING LLC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Applied Handling David Hires 253-395-8500 8825 S 184th St CONSTRUCTION L&I DACOC**012NC CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 05/27/2021 C00.RACKING Racking 05/28/2021 05/28/2021 BUILDING Completed Plan Reviews Date Review Type Description Assigned To Review Status 05/17/2021 Misc BUILDING Fees Fee Description Notes Amount Building Permit Table 4-1 $426.41 Processing/Technology $25.00 Building Plan Review Table 4-2 $277.17 Credit Card Service $21.86 Total $750.44 Attached Letters Date Letter Description 05/20/2021 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 05/20/2021 David Hires 86661872 $728.58 05/20/2021 David Hires 86661872 Jennifer Pittman $21.86 Outstanding Balance $0.00 Notes Date Note Created By: 05/17/2021 Emailed contractor for business license Raelynn Jones Uploaded Files Date File Name 05/20/2021 8858003-3897 Issued Permit.pdf 05/17/2021 8821549-3897 Calcs C C Packaging HPS Analysis 05.05.2021.pdf 05/17/2021 8821550-3897-Application.pdf 'ONI'MN ONnONVN a3nddV AS NOISSIMUM MUMM 1NONLHI 3M&Ad.UN WA aMn NON'N3NMV1 AV NI S3tJIH 0 3NON s}onpold abo1o}s puD 6UIlpuoy Io!�)O,I,,IDW 03On00Nd3N 38 ION 7RNs aw'yom'MN OWIONVH 03nddV d0 AMMONd 3HL SI(3NINd NO)ONIMVNO SIHI MON 0Z/9/` 'NVnS37VS 103PO!/d 37YOS DUI U U D 2 U U�..,r £ZZ96 VM 'NOiDNI JV MN •I P H P V— 0 ONimin8 3N 3Ad HJ.L9 LZ661 S3blH Cl HNO S30IA83S 9NI9VA3dd ORO (—ill-3N UG NMVUG 5f8 03AOMddV SNOIS/i132/ W 986LQ1HaAUdO� M3/YO1S/)D ONIM r+ r y C CA— CJWp Qj0 u8� m IJ O W U c,a °�.� N •..0 a w 0 z LLJ N � y COQ w'U�7 +W pT+z a. a^5 L pyOQ �W5 r.L— O cn cn U W CD Q CD0 z Ln U 00 Z Q oz 1 Q N co O G) J Z I Q O -- .> U w .. r- < cn -� 0 III - ._ w z �U � cN W O Z O Q O Q z � C/-) w z CN DJ Q Ocn 00 CD J � m z 0C/) J U J J � W W Q elf0 Q Of Z � � > � Ur� � � W W - cn U F— Qo °' o zz � � w W > QQ O U � Qf— � F— N � `� BCD Z � wF— � U � w� Qaoo00 woo C-3 U mZNZZ a_ � mWLn ZJ Wcl uu Q a- 000W0 cnQOQ:� cN OJ � QQQi— � n � 0000VU Qm d UF— (n � � � cn C J U � U > x Q U ° � Q 0-CD w J No O I z O O (n n < � c: � 00 CD 00 �J J Q � zQwoOoo Iwo Z W = a-) o� UJ v, z 00 0 rn Imo, zLLJ _ J N cn > Q o0QLn (n Q N Um Q J O N N W ° < W 0 C N O 7� < cc =DO_ < � ZO O Ln J CDQ tW N Q 00 m O O U � O w U W Q O W Q� ' W o O o c z -J W W LLJ UU Q � w V U W = O LLJ w - X F— m C1 <_� ►� _ _ � W z I� d z � � W Q O Q N Q W > U m F— F— < Jw (n = XwZ (n � �- Q W W W F— Q -j — W cn U I FW- zz �� o) - � QQ - - _F- - z ZF=z Q zWn � JWQN � 00- Q Q — � zo wl F— N U — Cn Q m.z U > z0cn0 cOw 0 w - (-Li F- - 0J J Q � = C� = cn cn -- = = I F= CDo F- W Q J � s � � W U (n Q � � mW W > w W W CD L-) J 0 Q F— F O F— z Q Q O � Z � W m � Q � U � --J Z (_n >- Q (/) � 0 w = zU zo- zU Iw � J ~ z w � cn _� � — cn— J � mJO W � LJr WI ~ `Sz _m —I — F— OQ 0 = J Uo 00w0 cn � zcn < 0 Q z cn � 0 � I � F— X � J � l QO c - C/) O UW F- 0 Q C/) O JOJ = WZWQw (nz Q Q -5wcn wza� cz wm _r:r ulc Ct•_r_ w, 5 W3 N� U�:'WQ6 snoew: pp gy �� gtltl g qY� CL <gsp �Yx�oo pW 382RFI1waa pp C _ O W U N N< 6 W 6 }{,�µ�µ yy VJ <mm W'.m xxazn zM�»3x>nl � �Y"FY 1N'NH A� �y 4 _� rN �� < og � � _. � W = N Ua y - i� Z C1 C u) �SS S y WM iaJJ vN2 w CO N t 2 K� 3 EPo h 0_ O Z $ Q F3q `B Ws 3 Fez S Q 0 g t jj ® ppy{gg w _] y m10 w =� z 3 Q sq7 �C_�•o S e 6 z 888E 222 _ 1YI m� W p E �� C�� ` s_� v� �y_� < �~ 0 3 jL U F Za'o N a4 s -nns-sv m IiLLO I¢' W N� U U a o0 o a o o �o 0 w�'Rz min UIn zN C-4 mow F N J N =>=aw I- pH {p pHa J�NH em --3g ow_p 5wow cwn�Z SwZow �w da NwQw Jlilya N=7d'= WON2 g Q zLnaXp z L -Ld~z W7 X =¢W p U U H OO S p C¢¢w¢w NOQ O s V) C 7 U z ZW d.p N U z K Z U V) K L1J �Y¢o �o >oo�n aooa Ezo ~p w =o > F- o z~ Imo. 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Arling ton, WA 98223 A p r jv f,dedawifl 5 li li g Ogo fininipg SCALE: PROJECT SALESMAN: 4/27/21 NOTE:THIS DRAWING(OR PRINT)IS THE PROPERTY OF APPLIED HANDLING NW,INC.,AND SHALL NOT BE REPRODUC. material handling and storage products IN ANY MANNER,NOR USED FOR ANY PURPOSE WITHOUT W75REN PERMISSION BY APPLIED HANDLNG NW,INC. _. NONE D Hires -- 'A'MN oNrom mnddY M NOISSIWN3d NUM MOMM MAnd ANY HOd msn NON'MNWR ANY NI S361H 0 3NON .---- - s}onpold o6olo}s puD 6ullpuoH IDua}DW O3onooNd38 38 LoN TANS OW"ONI'MN ONmNYH mnddY A ALN3dWd 3HL SI(1NINd No)ONWM SIHL 31ON I ZILZI* d3suNnv 103rodd -37VOS ouI 2ZZ96 VM 'NOlONMJV -31vo MN 5 u i l p u D H p a i l d d b 0 ONimina 3N 3AV H1L9 LZ66 L S3aIH Cl S3 IMH ONIOVNO`dd OHO-_.--._--___—_-.. 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