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Home My WebLink About18215 59th Ave Ne_BLD2967_2026 r NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: � AM PM DATE: 7 JOB ADDRESS LOT# PROJECT: TYPE OF INSPECTION: T i• , }�G t `� �'�� OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION �= r I SKI- (1( 1%C, THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT9 0 PLANNING Cl CIVIL /BUILDING CITY OF ARLINGTON • r NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: AM PM DATE: JOB ADDRESS: PROJECT: A, TYPE OF INSPECTION: OTHER: ' ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) j MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION 1 V12,DI>r r7 THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 21G1lo INSPECTOR DATE < S 1' p� 0 PLANNING Cl CIVIL /BUILDING CITY OF ARLINGTON ��„�•t ,-NOTICE -/- ev TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: �� PM DATE: 2111W tO OBADDRESS: -e_ LOT#: PROJECT: g, _- TYPE OF INSPECTION: aoG 41 OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O PLANNING 0 CIVIL /BUILDING CITY OF ARLINGTON ��, • NOTICE f� TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑APPROVED ,PERMIT#: 11 � DATE i ,AM PM : JOB ADDRESS: 1 e LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE Cl PLANNING Cl CIVIL BUILDING CITY OF ARLINGTON CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:18215 59th Avenue NE Permit#:2967 Parcel#:31052200101200 Valuation:475000.00 OWNER APPLICANT CONTRACTOR Name:SWIRE PACIFIC HOLDINGS Name:[Company Name] Name:Wize Solutions Inc Address: 12634 S 265 WEST Address:[Company Address] Address:2500 Decker Lake Blvd City,State Zip:DRAPER,UT 84020 City,State Zip:West Valley City,UT 84119 City,State Zip:West Valley City,UT 84119 Phone: Phone:385-549-6200 Phone:385-549-6200 LIC:WIZESS1900M3 EXP:07/23/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL 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. IBC 110/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlingt must be reported on your sales tax return l'onn a=,d it of lin #3101. � Signature Print Name Date Released By Date CONDITIONS Special Inspection paperwork required for anchors. Adhere to approved plans. Call for 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 01/15/2020 Building Permit Fee $3,023.47 01/15/2020 Processing/Technology Fee $25.00 01/15/2020 Building Plan Review Fee $4,651.49 Total Due: $7,699.96 Total Payment: $0.00 Balance Due: $7,699.96 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon r i Permit#: 2967 Permit Date: 01/09/20 Project Name: Swire Coca-Cola ICI I L L- 1aL Q LJ k e-&7_ Site Address: 18215 59th Avenue NE Company/Applicant Name: Wize Solutions IncL� Company/Applicant Address: 2500 Decker Lake Blvd. City, State, Zip: West Valley City, UT 84119 Contact: Travis Jenkins Phone: 385-549-6200 Email: tjenkins@wizesolutions.com Permit Type: Commercial Alteration Valuation: 475000.00 Square Feet: 0 Number of Stories: 0 Type of Construction: 11113 Occupancy Type: S-1 Proposed Use: Racking for warehouse MIC/Opportunity Zone: Opportunity Zone Permit Issued: Permit Expires: DNU: Status: M PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SEC 22 TWP 31 RGE 05RT- SWIRE PACIFIC 31052200101200 18215 59TH AVENUE NE 6A)Sl/2 Nl/2 SW1/4 HOLDINGS NE 1/4 EXC RDS Plan Reviews Date Review Type Description Assigned To Review Status 01/09/2020 Commercial Other Building In Review Notes Date Note Created By: 01/09/2020 Received the complete application on 1-8-2020 Kristin Foster 01/09/2020 Received submittal on 12-23-19 without a complete application.Emailed applicant to complete Kristin Foster the application to process. Uploaded Files Date File Name 01/09/2020 6074174-2967 Application.pdf Kristin Foster From: Kristin Foster Sent: Thursday, December 26, 2019 8:20 AM To: tjenkins@wizesolutions.com Subject: City of Arlington Applications Attachments: 2015_Commercial Application Packet.pdf, Business License 1.2019.pdf Good morning, We received a business license application and commercial application for Wize Solutions however,the last page of the business license application and page six of the commercial application were not in the packet. Attached is the business license application and commercial application. Please complete the last page of the business license application and page six of the commercial application and return for processing. Let me know should you have any questions. Thank you, Kristin Foster Permit Technician City of Arlington 18204 59th Ave NE 360-403-3549 kfoster@arlingtonwa.gov i ;� I COMMERCIAL APPLICATION PERMIT SUBMITTAL Deparhnent of Community&Economic Development City of Arlington•18204 n"T Ave NE-Ar.rq(on,WA 938223•Phone 313-C)403-3551 THM APPLLGATION Yo DE US[D FOR/V W CONMERCL4L STRt1C FURFS AND RFSIDENTIAL DrYlELU1M"AIOTRE64XATM LNYOW TW ARC- rN5APPLICATOON MUST BEACCOMPANALDRYACOMMFRCIALAJ•MWAnONSumWrml.CHFCKL/STAND AN OCCUPANTS 5TATff NNY'TOFWTtEMMVUSE. Name of Project: —.A.'v C L `lit;tc � v°�a�, ValUa00n: P1Cje0 AW,,.,; 1?l 1 C )�(.G �11�€- Ar'i,-t T z , �- Pa(00 IQ#; Legal Detmpbon Owner r?w i i e. r t't 4 (.14 Phone Number: (G • ' Acidness: i � L 1 � S 1 rl Abut kc City. ' nc,kj stage: Zip Code: qb"L� F PhoneNum1w. If CA �jti�l)ti Call!Phwe. , E JG S �j 6 4, Address hr- City:Lf ut,+Wa.. State Zip Cody: Gleam Contractor: 'Lz' '>b}uh to f -!A.t(. Phone Nuntbat: S4 E `1 0 z I Q Cell Phone: Addream:'- L:,; L*i,,p Blum City:Wu Stat.: %.,-q ! Zip Code: P1tis Contnc toe's Liceme Number v ?iC45 f1-1 C u M I Expiration: - Z i 2 c7 2 0 CwHat!Per9on_ 1:n,l.r C+�iC c S Phone Number: 4 S b� 'z Call Phone: E-mail; ? ..tc t c CP %-/'24 y i.h+•• L o.vti Addmw:->;N 0rckvr LA;ce City. Z statu: ifr Zip Code. 19-t � Proposed Scom of Work: �4t_1 KFV 1!rX11!) Raga 6 or 9 Received JAN 0 S 2020 V,4r2?Aiio r Ctt Y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Project Name/Tenant .(%Ad/'e (L)rZ,--(r>k Site Address IgZIS �4- A, Avc, Wir Arlin ,&Q .A -Tg17�,BIdg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use P411ct (&k1 w, ►i"0-11 T&I) Building Square Footage Number of Stories _ Square Footage Per Floor 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. Statement of Special Inspection REV 2015 Page 7 of 9 Received DEC 2 3 2019 'AW-1 r c 7v Y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 Name of Project: QA21 IC 6(4- Cp'�A Project Address: I�LI S PIJC IJP ��1 �'J 2Z3 Special Inspection Firm: Address: -71 2-L, ' AUr NE it Qb (f 9-eJMb/%A WA "(15 Z Contact Person: Phone: ZS-- plf� _ �Sd Z. Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of AA62 t`"}t will perform special inspection for the following types of work(separate forms must be-submitted J more than one firm is to he employed). ( ) Reinforced Concrete (7Q Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding { ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 r 0A r\ COMMERCIAL APPLICATION '•��1',�� PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent,shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comp) with the terms and conditions of this agreement. Owner: Date: 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 accord nce with the laws,rules and regulation of the State of Washington. ppli Signature /ram IL4s _-Fen l�iy It- Print Applicants Name Date FOR STAFF USE ONLY DEC 2 3 2019 Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 rosmio�m�.nd Labor&Industries(h�Sos'//Ini.wa.gov), Contractors Wize Solutions Inc Owner or tradesperson 2500 S Decker Lake Blvd#20 Principals WEST VALLEY,UT 84119 PECK,RYAN,PRESIDENT 801-966-0210 ■ BIGELOW,TYSON WILLIS,VICE PRESIDENT Doing business as Wize Solutions Inc WA UBI No. Business type 602 961 419 Corporation Governing persons TYSON BIGELOW RYAN BOUCHER; JOSH TRAYNER; License Verify the contractor's active registration I license/certification(depending on trade)and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. WIZESS1900M3 Effective—expiration 07/23/2010—07/23/2020 Bond WESTERN SURETY CO $12,000.00 Bond account no. 70969130 Received by L&I Effective date 07/23/2010 07/23/2010 Expiration date Until Canceled Insurance Continental Cas Co $10,000,000.00 Policy no. 6014333759 Received by L&I Effective date 09/16/2019 09/27/2019 Expiration date 09/27/2020 Valley Forge Ins Co $1,000,000.00 Policy no 5093295801 Received by L&I Effective date 09/16/2019 09/27/2018 Expiration date 09/27/2020 Insurance history Say... ings ... ............... 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 & Endorsements 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 Recently opened account,no premiums are 699,947-00 due or owed at this time. Doing business as WIZE SOLUTIONS INC Estimated workers reported N/A L&I account contact T5/LINDSAY BARLOW(360)902-4735-Email:BLIN235@lni.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training—Effective July 1,2019 Needs to complete training. 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. f ' I I t Structural Engineering 1:) e9i1qn CITY Or ARLINGTON ' BUILDING DEPARTMENT APPROVED DATE * BY NO CHANGES AUTHORIZED UNLESS APPRovED 13Y THE BUILDING INSPECTOR weceived OFFICE COPY Project Name : SWIRE COCA COLA `�,GQInOZ� of WAS,,,,,., G Project Number : LV-101519-1 o ' � z Date : 11/15/19 n R 36354 O Street Address: 18215 59TH AVE NE BONA L � j City/State : ARLINGTON, WA 98223 I 11/21/2019 Scope of Work : STORAGE RACK T&Z Consulting Services,LLC TEL:909.596.1351 FAX:90.9.596.7186 WA COA Lic. No. 4010 r ,-� ..-..��.�...�►-•"�"., .,.� �.S alai W j � �__' _ ., - ,.�.....�.�.,»��.�..... ,. ___,.,.�o,....,_y� .,. . . . r- � �, - .� i _ .... .... _ s Structural Engineering & Design I nc. 1815 Wriaht Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 TABLE OF CONTENTS TitlePage.............................................................................................................. 1 Tableof Contents................................................................................................... 2 Design Data and Definition of Components.......................................................... 3 Critical Configuration......................................... ................................................ 4 SeismicLoads....................................................................................................... 5 to 6 Column.................................................. .. .................................................... 7 Beam and Connector............................................................................................ 8 to 9 Bracing.................................................................................................................. 10 Anchors................................................................................................................. 11 BasePlate............................................................................................................. 12 Slabon Grade....................................................................................................... 13 OtherConfigurations............................................................................................. 14 TYPE CP CARTON FLOW 1 750 EXTERIOR Page ? of I 1 1/1 5/2019 r Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel:909 596 1351 Fax:909 596 7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Design Data 1)The analyses herein conforms to the requirements of the: 2018I8C Section 2209 2016 CSC Section 2209A ANSI MH 16.1-2012 SperrfiCations for the Design oflndustrial Steel Storage Racks'2012 RMI Rack Design Manual" ASCE 7-16,section 15.5.3 2)Transverse braced frame steel conforms to ASTM A570, Gr.50,with minimum strength, Fy=50 ksi Longitudinal frame beam and connector steel conforms to ASTM A570,Gr.50,with minimum yield,Fy=50 ksi All other steel conforms to ASTM A36,Gr. 36 with minimum yield, Fy=36 ksi 3)Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4)All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar.All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5)The existing slab on grade is 6"thick with minimum 4000 psi compressive strength.Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. 6)Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components A > Beam BraceBa3m w;)L-, Cnnrectvr Daronal qq Brace Raane Fier-h: Beam so-Ins 82 se Plate and Anchors T Beam LeNth Fame Fermi View:Dor.-n AhtE Section As CYoss Aisle fLongeudina0 rranw_ - ITransers4 1 Frame TYPE CF CARTON FLOW 1 750 EXTERIOR Page of 1 1/1 5/2019 r Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel* 909 596 1351 Fax&909 596 7186 By: N.VEng:Mgz, Project: SWIRE COCA COLA Project#: LV-101519-1 Configuration&Summary:TYPE CF CARTON FLOW(EXT COL ANALYSIS) "*RACK COLUMN REACTIONS 64" 12" ASD LOADS AXIAL DL= 225lb 80" 44" AXIAL LL= 9,8251b SEISMICAXIAL Ps=t/- 12,301 lb 26" 44" 1 BASEMOMENT= 8,0001n-lb 240" 240" 24" 44" 4 24" 4„ 16„ 44" 96" 42" k— 42" 12" Seismic Criteria #Bm Lvls Frame Depth I Frame Heightl #Diagonals I Beam Length Frame Type Ss=1.072, Fa=1.071 6 42 in 240.0 in 1 6 96 in Component Description STRESS Column Fy=50 ksi Struc C3x3.5 P=2438 lb, M=9258 in-lb 0.83-OK Column&Backer To Level 5 C3x3.5/C3x3.5 p= 4875 lb, M= 19980 in-lb 0.24-OK Beam Fy=50 ksi Struc C4x4.5 unbraced Length=48" Capacity: 8043 Ib/pr 0.6-OK Beam Connector Fy=50 ksi Lvl 5: 2 bolt OK Mconn=13171 in-lb Mcap=27480 in-lb 0.48-OK Brace-Horizontal F =36 ksi Struc L2 x L2 x 1/8 0.31-OK Brace-Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.68-OK Base Plate Fy=36 ksi 8x8x0.5 Fixity=4002 in-lb 0.69-OK Anchor 4 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=7217 Ib) 0.875-OK Slab&Soil 6"thk x 4000 psi slab on grade.750 psf Soil Bearing Pressure 0.99-OK Level Load" Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,750 lb 16.0 in 44.0 in 29 lb 15 lb 10,050 lb 4,002 "# 5,410 "# 2 bolt OK 2 1,750 lb 24.0 in 44.0 in 73 lb 38 lb 9,138 lb 7,914 "# 6,700 "# 2 bolt OK 3 1,750 lb 24.0 in 44.0 in 117 lb 60 lb 8,225 lb 7,689 "# 6,709 "# 2 bolt OK 4 4,800 lb 26.0 in 44.0 in 435 lb 223 lb 7,313 lb 7,940 "# 13,171 "# 2 bolt OK 5 4,800 lb 80.0 in 44.0 in 821 lb 420 lb 4,875 lb 19,980 "# 13,632 "# 2 bolt OK 6 4,800 lb 64.0 in 12.0 in 1,130 lb 579 lb 2,438 lb 9,258 "# 6,639 "# 2 bolt OK **Load defined as product weight per pair of beams Total: 2,606 lb 1,334 lb Notes BACKER UP TO 184 INCHES 2 STD ROW SPACERS TYPE CF CARTON FLOW 1750 EXTERIOR Page �] of 1 1/15/2019 r Structural Engineering & Design i nc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax:909,596,7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project M LV-101519-1 Seismic Forces Configuration:TYPE CF CARTON FLOW(EXT COL ANALYSIS) Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6&ASCE 7-10 sec 15.5.3 Ss= 1.072 Transverse(Cross Aisle)Seismic Load S1= 0.418 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Vt Fa= 1.071 Cs1= Sds/R Fv= 1.582 = 0.1914 Cs-max*Ip= 0.1914 Sds=2/3*Ss*Fa= 0.765 Cs2= 0.044*Sds Vmin= 0.015 Sd1=2/3*SI*Fv= 0.441 = 0.0337 Eff Base Shear=Cs= 0.1914 rransysr�Lcwattm Ca=0.4*2/3*Ss*Fa= 0.3062 Cs3= 0.5*S1/R Ws= (0.67*PLRFI* PL)+DL(RMI 2.6.2) (Transverse,Braced Frame Dir.)R=4,0 = 0.0523 = 13,616lb Ip= 1.0 Cs-max= 0.1914 Vtransv=Vt= 0.1914*(450 lb+ 13165.5 Ib) PRF1= 1.0 ease shear coeff=cs= 0.1914 Etransverse= 2,606 lb Pallet Height=hp= 48.0 in [imit States Level rransverse seismic shear per upright DL per Beam Lvl= 75 lb Level PRODUCT LOAD P P*0.67*PpF; DL hi wi*hi Fi Fl* hi+hp/2 1 1,750 lb 1,173 lb 75 lb 16 in 19,960 29.3 lb 1,172-# 2 1,750 lb 1,173 lb 75 lb 40 in 49,900 73.2 lb 4,685-# 3 1,750 lb 1,173 lb 75 lb 64 in 79,840 117.2 lb 10,3144 4 4,800 lb 3,216 lb 75 lb 90 in 296,190 434.7 lb 49,556-# 5 4,800 lb 3,216 lb 75 lb 170 in 559,470 821.2 lb 159,313-# 6 4,800 lb 3,216 lb 75 lb 234 in 770,094 1,130.3 lb 291,617-# sum: P=19650lb 13,166lb 450 lb W=13615.5lb 1,775,454 2,606lb 1=516,656 Longitudinal(Downaisle)Seismic Load Similarly for longitudinal seismic loads,using R=6.0 Ws= (0.67*PLRF2*P)+DL PRF2= 1.0 Q •'• Cs1=Sd1/(T*R)= 0.0980 = 13,616 lb (Longitudinal,Unbraced Dir.)R= 6.0 Cs2= 0.0337 Cs=Cs-max*Ip= 0.0980 T= 0.75 sec Cs3= 0.0348 Vlong= 0.098*(450 lb+ 13165.5 0 Cs-max= 0.0980 [Elongitudinal= 1,334 lb LimitStatmLeve/Longit mismicshearperupright Level PRODUC LOAD P P*0.67*PRF2 DL hi wl*hl FI Front View 1 1,750 lb 1,173 lb 75 lb 16 in 19,960 15.0 lb 2 1,750 lb 1,173 lb 75 lb 40 in 49,900 37.5 lb 3 1,750 lb 1,173 lb 75 lb 64 in 79,840 60.0 lb 4 4,800 lb 3,216 lb 75 lb 90 in 296,190 222.5 lb 5 4,800 lb 3,216 lb 75 lb 170 in 559,470 420.4 lb 6 4,800 lb 3,216 lb 75 lb 234 in 770,094 578.6 lb I sum: 13,166lb 450 lb W=13615.5lb 1,775,454 1,334lb TYPE CP CARTON FLOW 1750 EXTERIOR Page 6 of 1 1/15/2019 r Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel:909,596,1351 Fax: 909.596.7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Downaisle Seismic Loads Configuration:TYPE CIF CARTON FLOW(EXT COL ANALYSIS) Determine the story moments by applying portal analysis.The base plate is assumed to provide partial fixity. Seismic Story Forces Typical frame made Vlong= 1,334lb Tributaryarea o(two columm Vcol=Vlong/2= 667 lb of rack frame'N*' F1= 15 lb r Fr♦ KI � K E yp ca amc made F2= 38lb !� dt-C.lumns F3= 601b i F�], 0; E.- El t.,,,l,r Top View I�-- 96„ -�I `-------'i I f Front View SisL�CtCiv Seismic Story Moments Comeptual System Mbase-max= 8,000 in-lb <__=Defaultcapacay hl-eff= hl-beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 12 in Vcol = 4,002 in-lb <===Moment going to base 17 Mbase-eff= Minimum of Mbase-max and Mbase-v h2 = 4,002 in-lb M 1-1= [Vcol *hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/2] *h2 = (667 lb* 12 in)-4002 in-lb = [667 lb- 18.8 Ib]*24 in/2 = 4,002 in-lb = 7,914 in-lb hl hleff Mseis= (Mupper+Mlower)/2 Beam to Column Mseis(1-1)= (4002 in-lb+7914 in-lb)/2 Mseis(2-2)= (7914 in-lb+ 7689 in-lb)/2 Elevation 5,958 in-lb = 7,802 in-lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 16 in 10,050 lb 4,002 in-lb 5,958 in-lb 1,770 in-lb 5,410 in-lb 2 bolt OK 2 24 in 9,138 lb 7,914 in-lb 7,802 in-lb 1,770 in-lb 6,700 in-lb 2 bolt OK 3 24 in 8,225 lb 7,689 in-lb 7,814 in-lb 1,770 in-lb 6,709 in-lb 2 bolt OK 4 26 in 7,313 lb 7,940 in-lb 13,960 in-lb 4,856 in-lb 13,171 in-lb 2 bolt OK 5 80 in 4,875 lb 19,980 in-lb 14,619 in-lb 4,856 in-lb 13,632 in-lb 2 bolt OK 6 64 in 2,438 lb 9,258 in-lb 4,629 in-lb 4,856 in-lb 6,639 in-lb 2 bolt OK I Mconn= (Mseismic+ Mend-fixity)*0.70*rho Mconn-allow(2 Bolt)= 27,480 in-lb **all moments based on limit states level loading TYPE CF CARTON FLOW 1750 EXTERIOR Page 6, of U 1 1/15/201 9 r Structural Cngineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel- 909 596 1351 Fax:909.596 7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Backered Column(Longitudinal) Configuration:TYPE CF CARTON FLOW(EXT COL ANALYSIS) Section Properties Column Member= C3x3.5/C3x3.5 3.00 in Aeff= 1.762 inA2 Fy= 50,000 psi Ix= 2.828 inA4 Kx= 1.7 Wr 1.38 in Sx= 1.886 inA3 Lx= 22.0 in rx= 1.267 in Ky= 1.0 Iy= 1.637 inA4 Ly= 44.0 in Sy= 1.191 inA3 Cm= 0.85 ry= 0.964in Loads Considering loads at level 2 COLUMN DL=D= 188 lb Crltic.:al load cases are:RMI Sec 2.1 COLUMN LIVE LOAD=P= 8,950 lb Load Case 5.-:(1+0.105*5ds)D+0.75*(1.4+0.145ds)*B*P+0.75*(0.7*rho*E)<=1.0,ASD Methoc Mcol= 7,914 in-lb axial load coeff.- 0.7912569*P seismic moment coeff.• 0.5625*Mcol Sds= 0.7654 Load Case 6.:(1+0.104*5ds)D+(0.85+0.145ds)*S*P+(0.7*rho*E)<=1.0,ASD Method 1+0.105*Sds= 1.0804 1.4+0.14Sds= 1.5072 By analysis, Load case 5 governs utilizing loads as such 1+0.14Sds= 1.1072 0.85+0.14*Sds= 0.9572 Axial=Pa= 1.080367*187.5 Ib+ 0.75* 1.507156*0.7*8950 lb B= 0.7000 = 7,284lb rho= 1.0000 Moment=Mx= 0.75*0.7*rho*Mcol = 0.525*7914 in-lb _ = 4,155 in-lb Axial Analysis (kl/r)x= (1.7*22 in/1.267 in) (kl/r)y = (1*44 in/0.964 in) = 29.52 = 45.64 (kl/r)max= 45.64 Cc= (2nA2E/Fy)^0.5 = 107.0 SINCE(KL/r)max <Cc, USE EQTN E2-1 Fa = [1-((kl/r)^2/2CC^2)fy 5/3 +3(kl/r)/BCc-(kl/r)^3/8Cc^3 = 25,015 psi fa= Pa/AREA fa/Fa= 0.17 >0.15 = 4,134 psi Bending Analysis fbx= Mx/Sx Fbx= 0.6*Fy = 2,203 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(K fb/Fb= 0.07 = 171,380 psi (1-fa/F'e)= 1.00 Combined Stresses fa/Fa +fbx/[Fbx*(1-fa/F'ex)] = 0.24 5 1.0 OK fa/(0.6*Fy)+fb/Fb= 0.21 <_ 1.0 OK TYPE CF CARTON FLOW 1750 EXTERIOR Page of 1 1/1 5/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne,CA 91750 Tel: 909.596,1351 Fax: 909.596.7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Column(Longitudinal) Configuration:TYPE CF CARTON FLOW(EXT COL ANALYSIS) Section Properties I Column Member= Struc C3x3.5 i� 3.00 in Aeff= 0.881 inA2 Fy= 50,000 psi I _� Ix= 1.414 inA4 Kx= 1.7 1.38 in Sx= 0.943 inA3 Lx= 22.0 in rx= 1.267 in Ky= 1.0 Iy= 0.138 in^4 Ly= 44.0 in Sy= 0.157 inA3 Cm= 0.85 ry= 0.396 in Loads Considering loads at level 2 COLUMN DL= 187 lb Critical load cases are:RMI Sec 2.1 COLUMN PL= 8,950 lb Load Case 5.•:(1+0.105*5ds)D+0.75*(1.4+0.14Sds)*8*P+0.75*(0.7*rho*E)<=1.0,ASD Method Mcol= 7,914 in-lb Sds= 0.7654 Load Case 6::(1+0.104*5ds)D+(0.85+0.145ds)*8*P+(0.7*rho*E)<=1.0,ASD Method 1+0.105*Sds= 1.0804 1.4+0.14Sds= 1.5072 By analysis, Load case 5 governs utilizing loads as such 1+0.14Sds= 1.1072 0.85+0.14*Sds= 0.9572 Axial Load=Pa= 1.080367*187 lb+0.75* 1.507156*0.7*8950 lb B= 0.7000 = 7,284lb rho= 1.0000 Moment=Mx= 0.75*0.7*rho*Mcol = 0.525*7914 in-lb = 4,155 in-lb Axial Analysis (kl/r)x= (1.7*22 in/1.267 in) (kl/r)y= (1*44 in/0.396 in) = 29.52 = 111.11 (kl/r)max= 111.11 Cc= (2nA2E/Fy)^0.5 = 107.0 SINCE(KL/r)max > Cc, USE EQTN E2-2 Fa = 12n^2E 23 kl r ^2 23(kl/r)^2 = 12,096 psi fa= Pa/AREA = 8,268 psi fa/Fa= 0.68 > 0.15 Bending Analysis fbx= Mx/Sx Fbx= 0.6*Fy = 4,406 psi = 30,000 psi F'ex= (12*n^2*E)/(23*(KL fb/Fb= 0.15 = 171,380 psi (1-fa/F'e)= 1.00 Combined Stresses fa/Fa+fbx/[Fbx* (1-fa/F'ex)] = 0.83 _< 1.0 OK fa/(0.6*Fy)+fb/Fb= 0.42 <_ 1.0 OK L TYPE CF CARTON FLOW 1750 EXTERIOR Page of 1 1/15/2019 r Structural Engineering & Design Inc. 1815 Wright Ave La Verne.CA 91750 Tel:909.596,1351 Fax 909,596.7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project* LV-101519-1 Beam Configuration:TYPE CF CARTON FLOW(EXT COL ANALYSIS) The beam to column connection is assumed to provide partial end fixity for the beam frame.The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. The impact load on the beam is addressed by including the Impact Factor"a"in the determination of the beam center bending stress. Section Properties Beam Member= Struc C4x4.5 ffnTnumnTuffnTrwrrm Beam at Level= 5 Beam Weight= 4.0 Ib/ft ---------------- Beam Type= Structural Thickness= 0.137 in 4.000 in LL Ix= 3.469 inA4 Beam Shape= Channel Sx= 1.735 inA3 _ L] Beam Length=L= 96.0 in d/Af= 9.4 Beam Unbraced Length, Lu= 48.0 in LengthImpact Factor(a)=[1-(25%/2)]= 0.875 L vihr V a Loads Load Case.D t 0.88P t Impact RMl Section 1.1,Load case 10 % End Fixity= 25% Coeff 13= 0.104/0.125 0 = 0.25 = 0.832 Mcenter= 6*(wLA2/8) Mcenter= Mcenter(simple ends)-0*Mcenter(fixed ends) = 0.832*(wLA2/8) = wLA2/8-(0.25*wLA2/12) Mends= O*Mmax(fixed ends) = wLA2/8 - wLA2/48 = (wLA2/12)*0.25 = 0.104*wLA2 = 0.0208*wLA2 Fy= 50,000 psi Fb= 0.6* Fy = 30,000 psi Fb' = 12,000/(lu*d/A.f) = 12,000/(48*9.4) Fb-eff= 26,596 psi = 26,596 psi Live Load/Pair= 4,800 lb Dead Load/Pair= (4 Ib/ft)*2*96 in/12 Dist Load=w= 25.3 lb/in = 641b Mcenter= 0.104*wLA2 Mends= 0.0208*wLA2 = 24,281 in-lb = 4,856 in-lb Bending M= 24,281 in-lb fb= (M/Sx)/a 4 includes impact factor(a)reduction coef,, conservatively 1.0P is used in lieu of 0.88P = 15,994 psi fb/Fb= 15994 psi/26596 psi = 0.60 <= 1.0, OK Bending Capcity= 8,043 lb/pair <__=Critical Deflection De.fl-allow=L/ 180 Defl= 6*[5wL^4/(384*E*Ix)j = 0.534 in = [5*25.3 Ib/in*(96 in)^4/(384*29.5x10^6 psi*3.469 inA4)]*0.832 0.227 in <= 0.534 in,OK Deflection Capacity= 11,378 lb/Pair Allowable load per beam pair= 8,043 lb K Z , TYPE CF CARTON FLOW 1 750 EXTERIOR Page of 1 1/15/2019 Structural Engineering & Design i nc. 1815 Wright Ave La Verne_ CA 91750 Tel:909 596.1351 Fax-909 596 7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project* LV-101619-1 2 Bolt Beam to Column Connection Configuration: TYPE CF CARTON FLOW(EXT COL ANALY515) 1" P1 Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho = 13,171 in-Ib t 2" 8„ 6" P2 C Connector Type= 2 Bolt Standard Bolt Pattern Shear Capacity of Bolt Bolt Dam= 0.50 in fy= 50,000 psi Fv-bolt= 2 1 ,000 psi Ashear= (0.5 in)^2 ' PV4 = 0.1 963 in^2 Pshear= Ashear ' Fv = 2 1 ,000 psi " 0. 1 963 in^2 0 = 4,122 Ib rvv ane �_ Bearing Capacity of Bolt 0 811 �i tcol= 0. 137 in Fu= 65,000 psi Bolt Diam= 0.500 in 0 3" Pbearing= 1 .2 ' Bearing Area " Fu 1 .2 ' 0.5 in dram ' O.137 in ' 65000 psi (2). GRi = 5,343 Ib > 4 122 Ib BOLT Moment Capacity of Bracket Edge Distance=E= 1 .00 in Bolt Spacing= 4.0 in Fy= 50,000 psi C= P 1 +P2 tclip= 0. 13 in Sclip= 0. 140 in^3 = P I+P 1 '(270) 1.1 1 " PI Mcap= 5clip ' Fbending C'd= Mcap = I . I I d= E = 0. 14in^3 " O.66 " Fy = I .00in = 4,620 in-lb Pclip= Mcap/(I . I I " d) = 4620 in-lb/(I . I I " I in) Thus, P I = 4,129 Ib = 4, 1 62 Ib Mconn-allow= [P I"6"+P I'(2"/6")"0.5111 = 41 22 = 27,480 in-lb > Mconn max, OK TYPE CF CARTON FLOW 1 750 EXTERIOR Page q of /1 1 1/1 5/201 9 V Structural Engineering & Design I nc. 1815 Wright Ave In Verne_ CA 917.50 Tel- 909 596 1351 Fax- 909 596 7186 By: N.VEng:Mgz Project: SWIRE COCA COLA Project#: LV-101519-1 Transverse Brace TYPE CIF CARTON FLOW(E)(T COL ANALYSIS) Diagonal Member= Struc L2 x L2 x 1/8 Horizontal Member= Struc L2 x L2 x 1/8 o —� Area= 0.48 in^2 Area= 0.48 in^2 r min= 0.398 in r min= 0.398 in K= 1.0 K= 1.0 Fy= 36,000 psi Ldiag H Frame Dimensions 0 Load Case 6.:(i t[(0.85+0.145ds)*B*P+[0.7*rho*EJ<=1.0.A5D Method z"tYp Bottom Panel Height=H= 44.0 in Clear Depth=D-B*2-4"=d= 35.3 in B Frame Depth=D= 42.0 in Ldiag= [d^2+ HA2]^0.5 ?Yri«i aan�, Column Width=B= 1.4 in = 56.4 in csnl!racz,? Diagonal Brace Vtransverse= 2,606lb Vdiag= V*(Ldiag/D) Vb=Vtransv*0.7*rho= 2606 lb*0.7* 1 = 2,450 lb = 1,824lb (kl/r)max= 141.71 (kl/r)x= (1*56.4 in/0.398 in) Cc= (2n^2E/Fy)^0.5 fa= P/AREA = 141.71 = 126.1 = 5,062 psi (KL/r)max> Cc, Eqtn E2-2 Applies Check Weld Fa = 12nA2E/23(ki/r)^2 Weld Tension= 2,450 lb 23(kl/r)^2 tweld= 0.125 in = 7,436 psi Lweld= 4.0 in Fweld= 70,000 psi fa/Fa= 0.68 <= 1.0 OK Weld Capacity= tweld*0.7071*Lweld*0.3*Fweld*1.0 = 7,425 lb 33.0% OK Horizontal Brace V=Vtransv= 1,824lb (kl/r)x= (1*42 in/0.398 in) (kl/r)max= 105.53 = 105.53 Cc= (2n^2E/Fy)^0.5 = 126.1 (KL/r)max< Cc,Eqtn E2-1 Applies Fa = _L-C(kl/r)^2/2Cc^2)]Fy fa= P/AREA 5/3 + 3(kl/r)/8Cc-(kl/r)^3/8Cc^3 = 3,769 psi = 12,266 psi fa/Fa= 0.31 <= 1.0 OK lea 0 ' ( r Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax:909,596.7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Single Row Frame Overturning Configuration:TYPE CF CARTON FLOW(EXT COL ANALYSIS) Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D+ (0.9-0.20Sds)*B*Papp-E*rho hp ; Sds= 0.7654 y Vtrans=V=E=Qe= 2,606lb (0.9-0.20Sds)= 0.7469 DEAD LOAD PER UPRIGHT=D= 450 lb (0.9-0.2Sds)= 0.7469 PRODUCT LOAD PER UPRIGHT=P= 19,650 lb B= 1.0000 H h Papp=P*0.67= 13,165lb rho= 1.0000 -1=Wstl=(0.74692*D+0.74692*Papp*l)= 10,169 lb Frame Depth=Df= 42.0 in T Product Load Top Level, Ptop= 4,800 lb Htop-IvI=H= 234.0 in DL/Lvl= 75lb # Levels= 6 ItDf Seismic Ovt based on E, E(Fi*hi)= 516,656 in-lb #Anchors/Base= 4 hel h 'de th ratio= 5.6 in h = 48.0 in SIDE ELEVATION A Fully Loaded Rack h=H+h 2= 258.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wstl * Df/2 T= (Movt-Mst)/Df = 516,656 in-lb = 10169 lb*42 in/2 = (516656 in-lb-213549 in-lb)/42 in = 213,549 In-lb = 7,217 lb Net Uplift per Column Net Seismic U lift= 7,217 lb B Top Level Loaded Only Load case 1: 0 Vl=Vtop= Cs*Ip*Ptop >= 350 lb for H/D>6.0 Movt= [Vl_*h+V2*H/2]*0.7*rho = 0.1914*4800 lb = 172,975 in-lb = 919lb T= (Movt-Mst)/Df Vleff= 919 lb Critical Level= 6 = (172975 in-lb-82348 in-lb)/42 in V2=VpL= Cs*Ip*D Cs*Ip= 0.1914 = 2,158lb Net Uplift per Column = 86 lb Mst= (0.74692*D+0.74692*Ptop*1)*42 in/2 = 82,318 in-lb Net Seismic U lift= 2,158 lb Anchor Check(4)0.5"x 3.25"Embed HILTI KWIKBOLT TZ anchor(s)per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (1804 Ib/1961 Ib)^1 + (325 Ib/2517 Ib)^1 = 1.05 <= 1.2 OK Top Level Loaded: (539 Ib/1961 Ib)^1 +(114 Ib/2517 Ib)^1 = 0.32 <= 1.2 OK TYPE CF CARTON FLOW 1 750 EXTERIOR Page I of 1 1/15/2019 r Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne, CA 91750 Tel:909 596 1351 Fax• 909 59F 7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Base Plate Configuration:TYPE CIF CARTON FLOW(EXT COL ANALYSIS) Section f— a —► P Baseplate= 8x8x0.5 Eff Width=W= 8.00 in a = 3.00 in Mb Eff Depth=D= 8.00 in Anchor c.c. =2*a=d = 6.00 in Column Width=b= 3.00 in N=#Anchor/Base= 4 I I b I.*- E Column Depth=dc= 2.75 in Fy= 36,000 psi w L= 2.63 in Plate Thickness=t= 0.500 in Downaisle Elevation Down Aisle Loads Load Case 5::(1+0.105*5ds)D+0.75*((1.4+0.145ds)VIP+0.75*/0.7*rho*EI<=1.0 ASD Method COLUMN DL= 225 lb Axial=P= 1.080367* 225 lb+0.75* (1.507156*0.7*9825 lb) COLUMN PL= 9,825 lb = 8,017 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0804 = 8000 in-lb*0.75*0.7*rho 1.4+0.14Sds= 1.5072 = 4,200 in-lb Effec. B= 0.7000 Axial Load P = 8,017 lb Mbase=Mb= 4,200 in-lb Effec. Axial stress=fa= P/A= P/(D*W) M1= wL^2/2= fa*L^2/2 = 125 psi = 432 in-lb Moment Stress=fb= M/S = 6*Mb/[(D*B^2] Moment Stress=fb2= 2*fb*L/W = 49.2 psi = 32.3 psi Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2 = 16.9 psi = 58 in-lb M3= (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*L^2 Mtotal = M1+M2+M3 = 74 in-lb = 564 in-lb/in S-plate= (1)(t^2)/6 Fb= 0.75*Fy = 0.042 in^3/in = 27,000 psi fb/Fb= Mtotal/[(S-pl ate)(Fb)] Pp= 0.7*F'c = 0.50 OK = 2,800 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK _ -2,192 lb No Tension Cross Aisle Loads CndcaLAwd—RM15ec2.1,Lfem4:(i4aiisd5)DL+(1+0.145D5)PL-0.75+EV0.75-1.0,A5DMethod Check uplift load on Baseolate Check uplift forces on basepiate with 2 or more anchors per RMI 7.2.2. Pstatic= 8,017 lb hen the base plate configuration consists of two anchor bolts located on either side f the column and a net uplift force exists,the minimum base plate thickness Movt*0.75*0.7*rho= 271,244 In-lb Pseismic= Movt/Frame Depth shall be determined based on a design bending moment in the plate equal Frame De th= 42.0 in = 6,458 lb to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 14,475 lb a centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 2.75 in T L=Base Plate Depth-Col Depth= 2.63 in Ta M0 a fa = P/A= P/(D*W) M= wL^2/2= fa*L^2/2 I b I = 226 psi = 779 in-lb/in F Uplift per Column= 7,217 lb Sbase/in= (1)(t^2)/6 Fbase= 0.75*Fy Qty Anchor per BP= 4 = 0.042 in^3/in = 27,000 psi Net Tension per anchor=Ta= 1,804 lb c= 2.63 in fb/Fb= M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 0.69 OK = 2,368 in-lb Splate= 0.333 in^3 fb Fb *0.75= 0.197 OK TYPE CF CARTON FLOW 1750 EXTERIOR Page Ic of 1 1/15/2019 Structural Engineering & Design I nc. 1815 Wright Ave La Verne. CA 91750 TeL 909.596,1351 Fax:909-596,7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Slab on Grade Configuration:TYPE CF CARTON FLOW(EXT COL ANALYSIS) 1 P slab a ,----------i Concrete i F a fc= 4,000 psi slab tD e tslab=t= 6.0 in Cross teff= 6.0 in ---- c ---- ;Aisle phi=0= 0.6 X �I �� c -►� I Soil f y g ----I. .:.:.�"'�_:�'� .:, '� fsoil= 750 psf - i Down Aisle Movt= 361,659 in-lb SLAB ELEVATION Frame depth= 42.0 in Baseplate Plan View Sds= 0.765 Base Plate 0.2*Sds= 0.153 Effec.Baseplate width=B= 8.00 In width=a= 3.00 in midway disc face of column to edge of plate=c= 5.50 In Effec.Baseplate Depth=D= 8.00 in depth=b= 2.75 in midway dist face of column to edge of plate=e= 5.38 in Column Loads DEAD LOAD=D= 225 lb per column Load Case 1) (1.2+0.2Sds)D+(1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactoredAISD load = 1.35308*225 lb+ 1.35308*0.7*9825 lb+ 1*8610 lb PRODUCT LOAD=P= 91825 lb per column = 18,220 lb unfactoredA5D load Load Case 2) (0.9-0.2Sds)D+(0.9-0.2Sds)*B*Papp+ rho*E RMI SEC 2.2 EQTN 7 Papp= 6,583 lb per column = 0.74692*225 lb+0.74692*0.7*6582.75 Ib+ 1 *8610 lb P-seismic=E= (Movt/Frame depth) = 12,220 lb = 8,610 lb per column Load Case 3) 1.2*D+ 1.4*P RMI SEC 2.2 EQTN 1,2 unfactored[imit5tateload = 1.2*225 lb+ 1.4*9825 lb B= 0.7000 = 14,025 lb rho= I.0000 Effective Column Load=Pu= 18,220 lb per column Sds= 0.7654 1.2+0.2*Sds= 1.3531 0.9-0.20Sds= 0.7469 Puncture Apunct= [(c+t)+(e+t)]*2*t Fpunct= 2.66*phi*sgrt(fc) = 274.50 in^2 = 100.9 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.658 < 1 OK Slab Bending Pse=DL+PL+E= 18,220 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5+ 2*t = 3,498 in^2 = 59.14 in = 17.4 in x= (L-y)/2 M= w*x^2/2 S-slab= 1*teff^2/6 = 20.9 in = (fsoil*x^2)/(144*2) = 6.0 in^3 Fb= 5*(phi)*(fC)^0.5 = 1,132.5 in-lb fb/Fb= M/(S-slab*Fb) = 189.74 psi = 0.995 < 1,OK TYPE CP CARTON FLOW 1750 EXTERIOR Page 1,3 of �� 1 1/15/2019 r Structural Engineering & Design Inc. 1815 Wright Ave La Verne,CA 91750 Tel: 909.596.1351 Fax: 909.596,7186 By: N.VEng:Mgz. Project: SWIRE COCA COLA Project* LV-101519-1 Configuration&Summary:TYPE CF CARTON FLOW(INT COL ANALYSIS) **RACK COLUMN REACTIONS 12" ASO LOADS 64" 4-- AXIAL DL= 113/b " 44" AXIAL LL= 7,200/b SEISMIC AXIAL Ps=+/- 9,438/b 240 44" BASEMOMENT= 8,0001n-/b 80" 240" J 44" 44" 90" 44" + 96" 42" 4 4- 42" 4 12" Seismic Criteria #Bm Lvls Frame Depth Frame Heightl #DiagonalsT Beam Length Frame Type Ss=1.072, Fa=1.071 3 42 in 240.0 in 6 96 in Component Description STRESS Column Fy=50 ksi Struc C3x3.5 P=2438 lb, M=7336 in-lb 0.7-OK Column&Backer To Level 2 C3x3.5/C3x3.5 p=7313 lb, M= 33624 in-lb 0.68-OK Beam Fy=50 ksi Struc C4x4.5 I Unbraced Length=48" Capacity:8043 Ib/pr 0.6-OK Beam Connector Fy=50 ksi Lvl 1: 2 bolt OK Mconn=20709 in-lb Mcap=27480 in-lb 0.75-OK Brace-Horizontal F =36 ksi Struc L2 x L2 x 1/8 0.22-OK Brace-Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.49-OK Base Plate Fy=36 ksi 8x8x0.5 Fixity= 8000 in-lb 0.52-OK Anchor 4 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=5751 lb) 0.692-OK Slab&Soil 6"thk x 4000 psi slab on grade.750 psf Soil Bearing Pressure 0.65-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace I Transv Longit. Axial Moment Moment Connector 1 4,800 lb 90.0 in 44.0 in 344 lb 176 lb 7,313 lb 33,624 "# 20,709 "# 2 bolt OK 2 4,800 lb 80.0 in 44.0 in 650 lb 333 lb 4,875 lb 15,832 "# 11,508 "# 2 bolt OK 3 4,800 lb 64.0 in 44.0 in 895 lb 459 lb 2,438 lb 7,336 "# 5,967 "# 2 bolt OK 44.0 in 44.0 in 12.0 in **Load defined as product weight per pair of beams Total: 1,890 lb 968 lb Notes BACKER UP TO 184 INCHES 2 STD ROW SPACERS TYPE CF CARTON FLOW 1 750 INTERIOR Page ILI o"U 1 1/1 5/2019 r Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909 59R 1351 Fax• 909 59R 7186 By: N.V Eng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Configuration&Summary:TYPE Rl - - °'°°RACK COLUMN REACTIONS 2" ASO LOADS 78" -'�- AXIAL DL= 113lb - 44" AXIAL LL= 7,500lb SEISMICAXL4L Ps=+/- 9,809lb 44" BASE MOMENT= 8,000 in-lb 240" 80 240" 44" 44" 80" 44" 4 96" 42" 4 Seismic Criteria # Bm Lvls Frame Depthl Frame Heightl #Diagonals I Beam Length Frame Type Ss=1.072, Fa=1.071 3 42 in 240.0 in 6 96 in Single Row Component Description STRESS Column F =50 ksi Struc C3x3.5 P=5075 lb, M=16770 in-Ib 0.74-OK Column&Backer To Level 1 C3x3.5/C3x3.5 p= 7613 lb,M=30266 in-lb 0.59-OK Beam F =50 ksi Struc C4x4.5 Unbraced Length=48" Capacity: 7974 Ib/pr 0.63-OK Beam Connector Fy=50 ksi Lvl 1: 2 bolt OK Mconn=20002 in-lb Mcap=27480 in-lb 0.73-OK Brace-Horizontal Fy=36 ksi Struc L2 x L2 x 1/8 0.23-OK Brace-Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.51-OK Base Plate F =36 ksi 8x8x0.5 Fixity=8000 in-lb 0.54-OK Anchor 4 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=5972 lb) 0.717-OK Slab&Soil 6"thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.69-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace I Transv Longit. Axial Moment Moment Connector 1 5,000 lb 80.0 in 44.0 in 329 Ib 169 Ib 7,613 lb 30,266 "# 20,002 "# 2 bolt OK 2 5,000 lb 80.0 in 44.0 in 658 Ib 337 Ib 5,075 lb 16,770 "# 12,831 "# 2 bolt OK 3 5,000 lb 78.0 in 44.0 in 979 Ib 501 lb 2,538 lb 9,777 "# 6,961 "# 2 bolt OK 44.0 in 44.0 in 12.0 in **Load defined as product weight per pair of beams Total: 1,967 lb 1,007 lb Notes BACKER UP TO 90 INCHES TYPE R I Page of t 1 /8/201 9 Structural Engineering & Design I nc. 1815 Wright Ave La Verne CA 91750 Tel: 909,596,1351 Fax•909 596 7186j By: N.V Eng:Mgz. Project: SWIRE COCA COLA Project#: LV-101519-1 Configuration&Summary:TYPE T1 _ �� **RACK COLUMN REAC77ONS 12° ASD LOADS 78" 4-- AXIAL DL= 113lb ' � 44" AXIAL LL= 8,750/b �— SEISMICAXIAL Ps=t/- 11,6051b 44" BASE MOMENT= B 000 In-lb 240' 70 240" 44" 4- 44" 80" 44" 144" 42" Seismic Criteria #Bm Lvls Frame Depth Frame Heightl #Diagonals I Beam Length Frame Type Ss=1.072,Fa=1.071 3 42 in 240.0 in 6 144 in Single Row Component Description STRESS Column Fy=50 ksi Struc C4x4.5 P=8863 lb, M=36498 in-lb 0.84-OK Column&Backer None None None N/A Beam Fy=50 ksi Struc C6x8.2 Unbraced Length=72" Capacity: 9282 Ib/pr 0.81-OK Beam Connector Fy=50 ksi Lvl 2: 2 bolt OK Mconn=19144 in-lb I Mcap=27480 in-lb 0.7-OK Brace-Horizontal Fy=36 ksi Struc L2 x L2 x 1/8 0.27-OK Brace-Diagonal Fy=36 ksi Struc L2 x L2 x 1/8 0.59-OK Base Plate F =36 ksi 8x8x0.5 Fixity=8000 in-lb 0.94-OK Anchor 4 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=7143 lb) 0.958-OK Slab&Soil 6"thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.91-OK Level Load** Story Force Story Force Colurn Column Conn. Beam Per Level Beam Spcg Brace I Transv Longit. Axial Moment Moment Connector 2 7,500 lb 70.0 in 44.0 in 846 lb 433 lb 7,575 lb 19,105 "# 19,144 "# 2 bolt OK 3 7,500 lb 78.0 in 44.0 in 1,286 lb 659 lb 3,788 lb 12,841 "# 12,457 "# 2 bolt OK 44.0 in 44.0 in 12.0 in I **Load defined as product weight per pair of beams Total: 2,287 lb 1,171 lb Notes TYPE T I TUNNEL Page of 1 11512019 r Structural Engineering & Design Inc. 1815 Wright Ave.,La Verne,CA 91750 Tel:909.596.1351 Fax:909.593.8561 DRIVE-IN RACK ANALYSIS r Structural Engineering & Design Inc. 1815 Wright Ave..La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: Bs Eng:Mgz Project: Swire Coca-Cola Project#: LV-101519-1 Design Data 2 Arm x 5 Deep Drive In 1)The analyses conforms to the requirements of the 2018 IBC 2)Steel yields conform to: Column-Fy= 50,000 psi Rail-Fy= 36,000 psi Frame Brace-Fy= 50,000 psi Strap-Fy= 36,000 psi OTB-Fy= 50,000 psi Baseplate-Fy= 36,000 psi 3)Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4)Bolts shall be minimum Grade 5 quality or better installed to snug tight fit(Finger tight plus 2/3 turn by wrench) 5)All welds shall conform to AWS procedures,utilizing E70xx electrodes or similar.All such welds shall be performed in shop,with no field welding allowed other than those supervised by a licensed deputy inspector. 6)The slab on grade is 6"thick with minimum 4000 psi compressive strength.Soil bearing capacity is 1000 psf. Definition of Components 10 W34 Pallet 4 7 =Z�= 6 8 Front (Longitudinal) Side(Transverse) Elevation Elevation Component Schedule_ Column 6 Diagonal Brace 2 Overhead Tie Beam (OTB) 7 Horizontal Brace 3 Rail Support Beam (RSB) 8 Base Plate 4 Load Rail 9 Rear Vertical X Brace 5 Rail Support Arm 10 Plan X Brace Page 1 ;-of Zt Structural Engineering & Design Inc. 1815 Wright Ave..La Verne.CA 91750 Tel:909.596.1361 Fax:909.593.8561 By: Bs Eng:Mgz Project: Swire Coca-Cola Project M LV-101519-1 Summary of Results 2 Arm x 5 Deep Drive In 5,000 lb 288 in 5,000 lb 74 in 1 Backer to 1st arm level. 138 in I f— 89 in ►� Front Elevation Load per Pallet= 5,000 lb Description Component Stress Column C5x6.7/C5x6.7 52.7% OTB/R5B OTB:C5x6.7#.,RSB: C4x4.5# 71.8% RSB/OTB to Col Conn RSB: 2 Bolt,OTB: 3 Bolt 0.0% Diag Brace L2x2xl/8 44.9% Horiz Brace L2x2xl/8 21.8% Brace Weld 3 long x 0.125 in thk E70xx 17.6% Rear Vertical X Brace 2"X 7 GA STRAP every 1 bay(s)with 0.5 in diam Grade 5 Bolt 98.80/0 Top Plan X Brace 2"x 7 GA STRAP with 0.5 in diam Grade 5 Bolt(See plan x brace schedule) 94.71j/0 Load Rail L5x3xl/4 39.0% Anchor (1)0.5 in diam x 3.25 in min.embedment Powers SD2(4 per base at rear) 66.4% Slab&Soil 6 in thick x 4000 psi with 1000 psf soil 87.0% Base Plate 5 in x 8 in x 3/8,Except at rear post 8x8x3/8 0.0% Page/r of 2� r Structural Engineering & Design I nc. 1815 Wright Ave., La Verne,CA 91750 Tel:909.596.1351 Fax:909.593.8561 By: Bs Eng:Mgz Project: Swire Coca-Cola Project#: LV-101519-1 Forces 2 Arm x S Deep Drive In Transverse(Braced Frame)Seismic Load Lateral analysis is performed with regard to the 2018 IBC.All loads based on tributary area per post. Ss= 1.0710 V= F*Sps*I*(LL*0.67+DL)/(R*1.4) Fa= 1.072 Vmin= 0.015 (RMI Sec 2.5.1,2) R-transv= 4.0 SoS= 2/3 *Ss*Fa Ip= 1.0 = 0.7654 Eff Base Shear= 0.1367 PLRF= 1.0 R-long= 4.0 n= 1.00 F= 1.00 Vtransv= 0.1367* 6760 Ib Ws= (DL+ LL*0.666)*# Level = 924 Ib (Per Post) = (50 Ib +5000 Ib*0.666)*2 = 6,760 Ib #Arm Level=N= 2 Live Load/Pallet=LL= 5,000 Ib Longitudinal Seismic Load Dead Load/Level=DL= 50 Ib Rlong= 4.0 Vlong= Vtransv* (Rtransv/Rlong) = 924 Ib (Per Post) Seismic Force Distribution Level (LL*0.666) DL hi wi*hi Fi Pcol M 1 3,330 Ib 50 Ib 138 in 459,540 364 Ib 6,660 Ib 46,489 in-lb 2 3,330 Ib 50 Ib 212 in 705,960 560 Ib 3,330 Ib 44,622 in-lb 3 0 Ib 0 Ib 0 in 0 0 Ib 0 Ib 0 in-lb 4 0 Ib 0 Ib 0 in 0 0 Ib 0 Ib 0 in-lb 5 0 Ib 0 Ib 0 in 0 0 Ib 0 Ib 0 in-lb 1,165,500 924 lb Height of Resultant Force,a= E(Fi*hi)/Vlong ------- = 183 in F3 H ------- T V M2 i - v- ' F2 1 a b --- - i h2 Ft Ground Elev * *Top Tie Elev nt RI M R2 Front Elevation Column Load Diagram H= 288 in Moment at resultant=M= V*a*b/H Ri=Load to Floor= V*b/H h1= 138 in = 61,648 in-lb = 337 Ib h2= 74 in R2=Load To Top Brace= V*a/H h3= 0 in = 587 Ib h4= 0 in b= 105 in Frame Depth= 42 in Column Loads Arm Level=N= 2 Pcol-static= + Nselsmlc= (vtransv)-Z-a/ueptn = 10,100lb = 8,052lb Live Load/Pallet=LL= 5,000 Ib Mcol= 61,648 in-lb Dead Load/Level=DL= 50 Ib Page -of 1 Structural Engineering & Design I nc. 1815 Wright Ave., La Verne,CA 91750 Tel:909.596.1351 Fax: 909.593.8561 By: Bs Eng:Mgz Project: Swire Coca-Cola Project#: LV-101519-1 Column(Longitudinal Loads) 2 Arm x 5 Deep Drive In Analysis conforms to Chapter H of the 9th Hition AISI ASD Manual. Section Properties Column Member= C5x6.7/C5x6.7 Aeff= 3.422 in^2 Fy= 50,000 psi �a— 5.0 in --a� Ix= 14.430 inA4 Kx= 1.0 Sx= 5.750 inA3 Lx= 288.0 in rx= 2.050 in Ky= 1.0 Iy= 5.600 inA4 Ly= 44.0 in Sy= 3.180 inA3 Cm= 1.00 ry= 1.280 in Loads P= 6,660 lb Mcol= 46,489 in-lb <_=Loads at arm level 1 Axial Analysis (kl/r)x= (1*288 in/2.05 in) (kl/r)y= (1*44 in/1.28 in) = 140.49 = 34.38 (kl/r)max= 140.49 Cc= (2nA2E/Fy)^0.5 = 107.0 SINCE(KL/r)max> Cc,USE EQTN E2-2 Fa = 12n^2E/23(kl/r)^2 23(kl/r)^2 = 7,566 psi fa= P/AREA = 1,946 psi fa/Fa= 0.26 > 0.15 Bending Analysis fbx= M/Sx Fbx= 0.6*Fy = 8,085 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(KL/r)^2) fb/Fb= 0.27 = 7,566 psi (1-fa/F'e)= 0.7428 Combined Stresses (H1-1): fa/Fa + Cm*fbx/[Fbx*(1-fa/F'ex)] = 0.62 <_ 1.33 OK (H1-2): fa/(0.6*Fy) + fb/Fb= 0.33 <_ 1.33 OK Page?c of 2t Structural Engineering & Design I nc. 1815 Wright Ave., La Verne,CA 91750 Tel: 909.596.1351 Fax:909.593.8561 By: Bs Eng:Mgz Project: Swire Coca-Cola Project#: LV-101519-1 Column(Transverse) 2 Arm x 5 Deep Drive In Analysis conforms to Chapter H of the 9th Edition AISI ASS Manual. Section Properties Column Member= C5x6.7/C5x6.7 Aeff= 3.422 inA2 Fy= 50,000 psi do-- 5.0 in Ix = 14.430 inA4 Kx= 1.0 Sx= 5.750 inA3 Lx= 288.0 in rx= 2.050 in Ky= 1.0 Iy = 5.600 inA4 Ly= 44.0 in Sy= 3.180 inA3 Cm= 1.00 ry= 1.280 in Loads Pstatic= 10,100 lb Pmax= Pstatic+ Pseismic Mcol= 0 in-lb Pseismic= 8,052lb = 18,152lb Axial Analysis (kl/r)x= (1*288 in/2.05 in) (kl/r)y= (1*44 in/1.28 in) = 140.49 = 34.38 (kl/r)max= 140.49 Cc= (2nA2E/Fy)A0.5 = 107.0 SINCE(KL/r)max> Cc, USE EQTN E2-2 Fa = 12nA2E/23(kl/r)A2 23(kl/r)A2 = 7,566 psi fa= P/AREA = 5,305 psi fa/Fa= 0.70 > 0.15 Bending Analysis fbx= M/Sx Fbx= 0.6*Fy = 0 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(KL/r)A2) fb/Fb= 0.0 = 7,566 psi (1-fa/F'e)= 0.2989 Combined Stresses (H1-1): fa/Fa + Cm*fbx/[Fbx* (1-fa/F'ex)] = 0.70 <_ 1.33 OK (H1-2): fa/(0.6*Fy) +fb/Fb = 0.18 <_ 1.33 OK Page)I of 2t r Structural Engineering & Design I nc. 1816 Wright Ave. La Verne CA 91750 Tel:909.696.1351 Fax:909 593 8661 By: Bs Eng:Mgz Project: Swire Coca-Cola Project#: LV-101519-1 Overhead Tie Beam(OTB) 2 Arm x 5 Deep Drive In Analysis conforms to Chapter H of the 9th Edition AISI ASD Manual. Section Properties Top Tie(OTB)= C5x6.7 P ...................._.......... Aeff= 1.970 inA2 Fy= 50,000 psi ................. Ix= 7.490 inA4 Kx= 1.0 Sx= 3.000 inA3 Lx= 89.0 in OTB M rx= 1.950 in Ky= 1.0 ry= 0.493 in Ly= 89.0 in Cm= 1.00 OTB Elevation Loads P=Vlong*N= 4,620 lb MoTB= 0 in-lb N= 5 Axial Analysis (M/r)x= (1*89 in/1.95 in) (kl/r)y= (1*89 in/0.493 in) = 45.64 = 180.53 (kl/r)max= 180.53 Cc= (2nA2E/Fy)A0.5 = 107.0 SINCE(KL/r)max>Cc, USE EQTN E2-2 Fa = 12nA2E/23(k1 r)^ 23(kl/r)A2 = 4,582 psi fa= P/AREA = 2,345 psi fa/Fa= 0.51 > 0.15 Bending Analysis fbx= M/Sx Fbx= 0.6*Fy = 0 psi = 30,000 psi F'ex= (12*nA2*E)/(23*(KL/r)A2) fb/Fb= 0.0 = 71,687 psi (1-fa/F'e)= 0.9673 Combined Stresses fa/Fa + Cm*fbx/[Fbx* (1-fa/F'ex)] = 0.51 <_ 1.33 OK fa/(0.6*Fy) + fb/Fb = 0.08 <_ 1.33 OK Page 22 of 2b r Structural Engineering & Design i nc. 1815 Wright Ave. La Verne CA 91750 Tel: 909.596.1351 Fax:909 593 8561 By: Bs Eng:Mgz Project: Swire Coca-Cola Project#: LV-101519-1 Transverse Brace 2 Arm Level 4 deep Drive In Section Properties Diagonal Member= L2x2x1/8 Horizontal Member= L2x2x1/8 Area= 0.484 in^2 Area= 0.484 in^2 r min= 0.394 in r min= 0.394 in Fy= 36,000 psi Fy= 36,000 psi K= 1.00 K= 1.00 4c= 1.92 Frame Dimensions Panel Height=H= 44.0 in Column Width=B= 3.50 in Frame Depth=D= 42.0 in Clear Depth=D-B*2-2"=Dc= 33.0 in Diagonal Member V=Vtransv*2= 1,8481b D V _ Ldiag= [(Dc)^2+ (H-2")A2]^1/2 (kl/r)= (k* Ldiag)/r min = 53.4 in = (1 x 53.4 in/0.394 in / = 135,5 in H 1 P= V*(Ldiag/D) P = 2,350 lb fa= P/Area Fa= (12pi^2*E)/[23*(kl/r)^2] = 2350 lb/0.484 in = 8,133 psi = 4,855 psi fa/Fa= 0.60 <= 1.33 OK Check Brace Weld Side Elevation L::eki= 3.0 in tweld= 0.125 in Fu= 70 ksi Weld Capacity= 0.3*Fv*Lweld*tweld*1.33 = 10,474lb OK Horizontal brace Pmax=V= 1,848 lb (kl/r)= (k*Lhoriz)/r min = (1 x 42 in)/0.394 in = 106.6 in fa= P/Area Fe= (12pi^2*E)/[23*(kl/r)^2] = 1848 lb/0.484 in^2 = 13,141 psi = 3,818 psi fa/Fa= 0.29 <= 1.33 OK Anchors Brand= Powers SD2 #per Baseplate= 1 Column Uplift= 2,510 lb Diam= 0.500 in Tallow= 1,250 lb Base Shear/Col= 337 lb Embed= 3.25 in Vallow= 1,840 lb Shear/Bolt= 337 lb Movt= 2*Vtransv*a DL= 1001b Tension/Bolt= 1,255 Ib = 388,912 in-lb LL= 6,660 lb Exp= 1.66 Wst= (0.9*DL+LL)*2*D/2 = 283,500 in-lb (1255 Ib)/(12501b*1.33)^1.66 + (337 Ib)/(1840 Ib*1.33)A1.66= 0.664 <= 1.0 OK Page of Z.S r Structural Engineering & Design Inc. 1815 Wright Ave. La Verne CA 91750 Tel:909 596 1351 Fax:909 693 8661 By: Bs Eng:Mgz Project: Swire Coca-Cola Project#: LV-101519-1 Distribution of Seismic Forces 2 Arm x 5 Deep Drive In 5 4 3 2 1 arav a+ra� Entry Plan X Brace Schedule Brace every'Y' bays: 4 4 2 2 1 Eff seismic load to brace (Vp): 2,349 lb 4,697lb 3,523lb 4,697lb 2,936lb Plan X Brace 2 Arm x 5 Deep Drive In Agross=Ag= 0.269 in^2 Anet=An= 0.269 in^2 Fy= 36,000 psi t= 0.188 in Fu= 58,000 psi Vp Bolt Diam= 0.500 in -� Fv= 21,000 psi } Lx=Post c.c.= 89.0 in Lz I Ly=Frame Depth= 42.0 in Lz= 98.4 in Ly Vz Vp=Max load to brace= 4,697 lb Vz= Vp*Lz/Lx = 5,193 lb FLX Strap Capacityl= 0.6*Fy*Ag* 1.33 Bolt Shear Capacity= (Bolt Area)*Fv* 1.33 Brace Plan = 7,728lb OK = 5,4841b OK Strap Capacityl= 0.5*Fu *An* 1.33 Bolt Bearing Capacity= 1.2*Fu*Bolt Area*train*1.33 = 10,375 lb OK = 8,701 lb OK z ,+ 2-k r Structural Engineering & Design Inc. 1815 Wright Ave.,La Verne CA 91750 Tel:909.596.1351 Fax:909 593 8661 By: Bs Eng:Mgz Project: Swire Coca-Cola Project M LV-101519-1 Rear Vertical X Brace 2 Arm x 5 Deep Drive In Check loads on the rear transverse vertical X brace in resisting the total of the"R reactions from the top X bracing Fy= 36,000 psi Agross=Ag= 0.269 in^2 Fu= 58,000 psi Anet=An= 0.269 in^2 Fv= 21,000 psi t= 0.188 in Lx= 89.0 in Bolt Diam= 0.500 in Ly= 138.0 in Vry # Frame/Brace=Nb= 1 Lz= 164.2 in #Bay Deep=Nd= 5 LZ R2= 5871b Vz= Vrv*Lz/Lx Ly Vrv=R2*Nd*Nb= 2,936lb = 5,416lb \ Vz F.F. Strap Capacityl= 0.6*Fy*Ag* 1.33 Bolt Shear Capacity= (Bolt Area) *Fv* 1.33 � = 7,7281b OK = 5,484lb OK LX Strap Capacity2= 0.5*Fu*An* 1.33 Bolt Bearing Capacity= 1.2*Fu*Bolt Area*tmin*1.33 Brace Elevation = 10,375 lb OK = 8,701 lb OK Load Rail 2 Arm x 5 Deep Drive In Analyze the rail carrying half of one pallet uniform load Rail= L5x3xl/4 L= 42 in Ix= 5.390 inA3 Fy-rail= 36,000 psi (1)Pallet Sx= 1.570 in^3 Pallet Weight=W= 5,000 lb Bending L M= (W/2) *L/8 = 13,125 in-lb Side Elevation fb= M/Sx Fb= 0.6*Fy = 8,360 psi = 21,600 psi fb/Fb= 0.39 Deflection A= 5*w*LA4/(384*E*I) Dallow= L/180 Defl ratio= 0.09 0.02 = 0.23 Page z S of " r r Structural Engineering & Design Inc. 1815 Wright Ave., La Verne CA 91750 Tel: 909.596.1351 Fax:909 593 8561 By: Bs Eng:Mgz Project: Swire Coca-Cola Project#: LV-101519-1 Slab on Grade l 2 Arm x 5 Deep Drive In slab + '• Concrete a fc= 4,000 psi Eb tslab=t= 6.0 in slab t D i e phi=O= 0.65 Cross Soil �I�� c ---- c -'--' Aisle X fsoil= 1,000 psf y SLAB ELEVATION :: Down Aisle Base Plate Baseplate Plon View B= 8.00 in width=a= 3.50 in eff.baseplate width=c= 8.00 in D= 5.00 in depth=b= 5.00 in eff. baseplate depth=e= 5.00 in Static Loads P-DL= 100 Ib P-LL= 10,000lb Ps=DL+L = !0,100 lb Puncture Pu= 1.4*PDL+ 1.7*PLL Fpunct= 2.66*phi*sgrt(fc) = 17,140 lb = 109.4 psi Apunct= [(c+t)+(e+t)]*2*t fv/Fv= Pu/(Apunct*Fpunct) = 300 inA2 = 0.52 <= 1.0 OK Slab Bending Asoll= (Pc*144)/(fsoll) L= (Asoil)^0.5 y= (c*e)^0.5+t*2 = 1,454 in^2 = 38.14 in = 18.3 in x= (L-y)/2 M= w*x^2/2 S-slab= 1*t^2/6 = 9.9 in = (fsoil*x^2)/(144*2) = 6.0 inA3 = 340.7 in-Ib Fb= 5*(phi)*(fc)^0.5/1.7 fb/Fb= M/(S-slab*Fb) = 120.91 psi (Sec 1922.5.1) = 0.47 <= 1.0 OK Seismic Loads P-DL= 100 Ib P-LL= 10,000lb E= 11,273 1b Pse=DL+LL+E/1.4= 21,373 I Puncture Pu= 1.1*(DL*1.2+0.5*LL+ 1*E) Fpunct= 2.66*phl*sgrt(fc) = 18,032 lb = 109.4 psi Apunct= [(c+t)+(e+t)]*2*t fv/Fv= Pu/(Apunct*Fpunct) = 300 inA2 = 0.55 <= 1.0 OK Slab Bending Moll= (Ps`144)/(fsoil*1.33) L= (Asoll)^0.5 y= (cle)^0.5+t*2 = 2,314 inA2 = 48.10 in = 18.3 in x= (L-y)/2 M= w*x^2/2 S-slab= 1*t^2/6 = 14.9 in = (fsoil*x^2)/(144*2) = 6.0 in^3 = 769.8 in-lb Fb= 5*(phi)*(fc)^0.5/1.4 fb/Fb= M/(S-slab*Fb) = 146.82 psi (Sec 1922.5.1) = 0.87 <= 1.0 OK Page of COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Econornk Development City of Artinighm• 18204 7':11, Ave NE•Arr;nigur•,WA 98223•Phone(360)403.3551 TM APPLACATWX rO W USED FUR AWW C01WVERCfAL SrRVC rVRFS AND RFS10ENrlAL DWLUAMGS NOT ARGULATED t1111DER TIME NQ rPOS AYNUCATION AW r AE ACCOHPANfLV EY A C04WPRCJAL APPLfCA TMN SUBWrTAL CNECRLASTANO AN OCCUPANT'S STArLAriffr OFWTEMDEDME. p b Name of Proleci: � J 1 - _ L 0(�cb C °��► Valuation: T PrgeaAdr .%* 1g�I C �� (�L` Rd`E- �1r', .t om �k 7 `�> Parch 10# Lrx3a4 DL—simption Owner_ ' c fl e i 4 rl e�S Phone Number: Address: , i i S-1 SL t1Lc r C Coy. i .. Scale: Lip Zip Code: 9ld;.L3 EMinaer:'A r.c to:A 1 L A�..��.'.... 0- s.A.'\ Phone NunVW. 'i LA Ces Phan E-CAML AV S is A'^c i+e•� Address_ :!W.' :.Jr*k4 tftr- City: 4 uco�y-s. Sta4q• zP Co'k GeoWW onVoctor: (j 2r_ f 7L.4,,L Phone Number: %► `T b ZIa Call Phone: L-rrlarL (��'�L��.�� w.i~ y:i«t,:s�. <n� Address:.-y-S uu a c.WLc L mLc Uw> City:6"L Staw- Vt Tip Code:1'1 111 ComracWs Licansr Number: :,u ?f55.5 S 4-f C.Z M Expiration; 7�Z� 20 Z-fy ]C Ata !6f Z UContmi ftnon: t Call Phone_ E-mail: t . %c,n C Cow W'2•%y". 4t N-I L c..+ C Addross: tN 'Dr c k t,t t-e LL City 4E Staia: i.or Zip Code: g t l ct Properad Scox o(We<k. ',la �l t It c Rt=V 1^f7CPt r) P age 5 of 9 A rr� COMMERCIAL APPLICATION r PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Project Name/Tenant Kudre Cbrb-�cJ4 Site Address i, i 4i�1{dll Ave, Wi' Arlin,-kt,) `iL-I. Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use PAM latly,s fnS�ull�(�q Building Square Footage Number of Stories Square Footage Per Floor 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. Statement of Special Inspection i REV 2015 Page 7 of 9 Received DEC 2 3 2019 G.Jl Ur COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Name of Project: �la1j �G &(0- (CAA Project Address: I;q7& A Vc AJe Ar ii2s�!,? 0 3?4 Special Inspection Firm: /7 __t�5f TL r-do t)cc, 4pny —7 Address: [ 1 �j^ �UF N E 1 ?e,I M A WA Contact Person: Phone: q Za— 92( — !�gl Z Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of Pa 12 te4m,l will perform special inspection for the following types of work(separate forms must b submitted if more than one firm is to be employed). ( ) Reinforced Concrete Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing { ) Smoke-Control Systems ( j Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed,listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 L%�Y O fi COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development P Y City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent,shall employ the special inspector or agency ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: / Date: 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 accord nce with the laws,rules and regulation of the State of Washington. ppli siiggnature Print Applicants Name Date FOR STAFF USE ONLY �Prp l�snr� pFr. 2 3 ?019 Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:18215 59th Avenue NE Permit#:2967 Parcel#:31052200101200 Valuation:475000.00 OWNER APPLICANT CONTRACTOR Name:SWIRE PACIFIC HOLDINGS Name:[Company Name] Name:Wize Solutions Inc Address: 12634 S 265 WEST Address:[Company Address] Address:2500 Decker Lake Blvd City,State Zip:DRAPER,UT 84020 City,State Zip:West Valley City,UT 84119 City,State Zip:West Valley City,UT 84119 Phone: Phone:385-549-6200 Phone:385-549-6200 LIC:WIZESSI900M3 EXP:07/23/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL 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 Arlingl n must be reported on your sales tax return fonts a = illy of A lin t#3101. Signature Print Name Date Released By Dale CONDITIONS Special Inspection paperwork required for anchors. Adhere to approved plans. Call for 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 01/15/2020 Building Permit Fee $3,023.47 01/15/2020 Processing/Technology Fee $25.00 01/15/2020 Building Plan Review Fee $4,651.49 Total Due: $7,699.96 Total Payment: $0.00 Balance Due: $7,699.96 CALL FOR INSPECTIONS BUILDING(360)403-3417 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#: 2967 Permit Date: 01/09/20 Permit Type: COMMERCIAL RACKING Project Name: Swire Coca-Cola Applicant Name: Wize Solutions Inc Applicant Address: 2500 Decker Lake Blvd. Applicant, City, State, Zip: West Valley City, UT 84119 Contact: Travis Jenkins Phone: 385-549-6200 Email: tjenkins@wizesolutions.com Scope of Work: Racking for warehouse Valuation: 125000.00 Square Feet: 0 Number of Stories: 0 Construction Type: 11113 Occupancy Group: S-1; Storage Mod Hazard ID Code: Opportunity Zone Permit Issued: 01/27/2020 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SEC 22 TWP 31 RGE 05RT- SWIRE PACIFIC 31052200101200 18215 59TH AVENUE NE 6A)Sl/2Nl/2 SWl/4 HOLDINGS NEl/4 EXC RDS Contractors Contractor Primary Contact Phone Address Contractor Type License License# Wize Solutions Inc Travis Jenkins 385-549-6200 2500 Decker Lake CONSTRUCTION L&I WIZESSI900M3 Blvd CONTRACTOR Plan Reviews Date Review Type Description Assigned To Review Status 01/09/2020 Commercial Other BUILDING Fees Fee Description Notes Amount Building Permit Table 4-1 $1,707.99 Processing/Technology $25.00 Building Plan Review Table 4-2 $1,110.19 Credit Card Service $85.30 Total $2,928.48 Attached Letters Date Letter Description O1/09/2020 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount O1/16/2020 Josh Trayner 78640697 $2,843.18 O1/16/2020 Josh Trayner CC Surcharge Transaction Kristin Foster $85.30 Outstanding Balance $0.00 Notes Date Note Created By: O1/09/2020 Received submittal on 12-23-19 without a complete application.Emailed applicant to complete Kristin Foster the application to process. 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